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2765 LOKER AVE W; ; CB972728; Permit
09/10/98 14:06 Page i of 1 B U I L D I N G P E R M I T Permit No: CB972728 Project No: A9703484 Development No: Suite: Job Address: 2765 LOKER AV WEST Permit Type: INDUSTRIAL BUILDING Parcel No: 209-081-18-00 Valuation: 2,099,936 Occupancy Group: Lot#: Descript~on: INDUSTRIAL BUILDING : TILTUP BLDG Reference#: 89391 SF Appl/Ownr : COBC PARCEL 18 LLCC_ 4510 EXECUTIVE DRIVE #5 619 Construction Type: Status: Applied: Apr/Issue: Entered By: 458-4156 VN ISSUED 09/24/97 06/18/98 JM SAN DIEGO CA 92121 ____ ,_ .. _______ _ Fees Required * ** ,.,.,--:k1t* FeeEf'"'CQ_;uectetjl,5qJ @¥.ml~1@01 01 ~* /' ,, ~ ·, *** ----------------------------//---_:----~;::-:::,--T_-------.::::--------------c=f-1;.1MT---1.1'f400»00 Fees: 142,468.09 · ((,__ ( I /l':, ', ; ,. .. Adjustments : yO O t ;:-~\, (/ <. . .::..tot,a.1/', \:r,eJ21 its • . 0 0 Total Fees: 142,46o/,00 t~ _1;\> Total .. Pa-y'men:ts: 128,068.00 y \._'--..--/ ":..'\ T,,, 1 (\ ---"'·>_,, ';.?-· Baj!;'?'~C'ei'\Dy_e,:" , 14 , 4 0 0 . 0 0 , . Fee description / _(.:~---::·,, // <i,;;/t/'.., 'l!~q:ts ~F~~{':~Jti-t\ Ext fee Data ---------------------j -yt..-:--f-I-------:-"" ,i \1Z\ _______ \~ .,/ ---,---------------- Building Permit / l--:::_>) /•:::----, ,-~-~·¼_:__:,_ ... _,, ____ -7\ (-;_.:-, \ 5740.00 ,., '--~-, . -~_;-;,/ \ ' V / \ Plan Check "-. / '\·~....,,,,:_:~;.:,":'.::..:.:~·-i;-;.:,...-,. .:.:,;; 1 <.,_,,,,. 1 3731.00 Strong Motion Fee / n '"'i ! ,.~--:..,,,,~:-~'f" _ ·· / --r)', i~-:::::--1 _\ 1 441. 00 l i -1 j '.t::_~\.-// /)f\ ,r-)) Enter "Y" t~ Autocalc ~/F~ ,? "?;...7f. /_/ __ Av·: i \~/ ·j 38219. 00 Y Enter Traffic Impact\ Fee . 1 , ~ /1ir>1 '\~ ~~~~.o . .o/:-\s I -I 9834.00 Pass-Thru Fees(Y/N) ~r Wa1ve,_df~t)·t/Z:...~ ~-t tr:r:;1/y / / y Enter Park Fee(Zone 5,,13,16)\°'\, ~y 3;~to6i:)fo':;·,r / _ ; 35756.00 05 Enter #Uni ts & Code-Reclaim Water---)"\...:,,. ,f-:.,,.L,,._ ... ;1·.,Y / . ,.I 14400. 00 TB1. 5 , ~ /r •!'71\ _,..._ / , Enter "Y" for Plumbing, Issu~~:L,J:·~eL/> . ~ 1 't~ --~ / ~ . i 20. 00 Y Each Building Sewer \ -/_,,--....;; "--,, > H,~oR~1;1~~T1::o 1_./ C:,t--5. oo/ 15. oo \ { ~ r ,...__..._ 1 ,5.:... r ,,, ... ,,,. /,-'__. r Each Roof Drain ·.\. .'-..)_/~/ --, >-----_//'5 <·\\\17,(}0 35.00 Each Install/Repair Water"--Li'rre, / /I 17 ,. .. _, ~--,··:·\'':--:_~\\; 7 ./00 7. oo Enter "Y" for Electric Iss'i:1:e Fe~( .1>: ; c' / _,,.. .. ...._---.,,-. .J' '\ ,./ .. / 10. 00 Y '-, ¼,, l ; I I.' ' ' ' '\ > _'--.. \, /' • Three Phase 480 Per AMP "···-.... '7 ...,; \\::/.g,QO:o __ ,,.,.,., 1. 00 4000. oo Enter 'Y' for Mechanical Issue t~e~. -N PLDA B > ---·~ -------·r: 4 7 30260.00 H CITY OF CARLSBAD 2075 Las Palrnas Dr., Carlsbad, CA 92009 (619) 438-1161 VIDto3 PERMIT APPLICATION CtTY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760) 438-1161 <,1,:;-_pf!Q~Il~l:QR)'IATIQN--__ , ---. ,,,_, ",,,.. ~- FOR OFFICE USE ONLY PLAN CHECK NO. Cj'7Z7z& EST.VAL. t;?0'fQ20 Plan Ck. Deposit 3 '51£/.. OD _;;;..,- Validated By~ Date ~ , 7 ~-2=-:7:..;6::.:5::....:L:::o::.:k::.e:::r=-=A::.v,:,.;e:::n::.u=-e=--.;W:.:ce:::s:::..t=--------------~N.,_o"'"n=e---ca=t-=th=i..,s_,,,_t=im=e ____ __;.,_._,_,_,_,.._ __ --"1f,4+,,00 h / Address (include Bldg/Suite#) Business Name (at this addrea~) ' rY Lot 18 of Tract No. 74-21 Carlsbad Oaks Business Cente7fl'77 09124/97 0001 01 Ona.-, Legal Description Lot No. Subdivision Name/Number Unit No. Phase NoC-PRMljotal # ot't~ :i /; I 209-081-18 Vacant Land Manufacturing/Inctustria:T6 "00 (<../ Assessor's Parcel # Existing Use Proposed Use ~ 209-081-18 Vacant Land Manufacturing/Industrial J:sf}Z-- Description of Work SQ. FT.89, 391 #of Stories # of Bedrooms # of Bathrooms , C9p.~E1Jruc_t,i,o'!).h p_f :t-n.c!~striaJ b,uilding ~ , on~ not, l;lpplic,;1.ple_ not ,;1.ppJ_:i,c::.,;1];,le ~2;-, ;C9t,l:TACT.PJ:R$0N (itdiffel'~ilt,from_{!pplicant'J -. -· -, -, R. Brian Hunsaker 17761 Mitchell North Irvjne CA 92614 (7]4) 863 1390 Name Address · City State/Zip Telephone # Fax # f3., -A,P~f:.!qA!li'll -,,·: .Gf: eoo~t~6_tor ,: m ~_ge_lj_t f,o~ ,¢.9"n~r~gtq( ';_ ,00 .• 0W,~J'lr ' • ~O' Agent for O-½tner : , '( n 4 )~ :1)5~'-=:8'~'.90" R. Brian Hunsaker 17761 Mitchell North Irvine, CA 92614 (714) 863-1390 Name Address City State/Zip Telephone # :4:-, )~ROPERTT-OWNEft --· . .'~:: _" :: , -. ., . _ . '" "" -.: , , , " ,, . ., •. Hunsaker Development Company, LLC 17761 Mitchell Irvine CA 92614 (714) 863-1390 Name Address City S,tate/Zip Telephone # :Ji,~--Q,Q[l!'[l3A_Ol('Q':Ft~ CQJ\IIJ1AN-XJ\l~ll/lJ; ·. . , -_ . :,, (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]). Richard C. Hunsaker 17761 Mitchel 1 North Inrine CA 92614 (714) 863-J 390 Name Address City State/Zip Telephone # State License# 184422 License Class --"B"---'-1 _____ _ City Business License# ______ _ Himes-Peters-Jepson 3505 Cadillac Bldg LS Costa Mesa CA 92614 (714) 863-1390 Designer Name Tom Peters Address City State/Zip Telephone State License # _ _::.C..;,8..;,7...;6'-4-'------ (~; : •. ~Q,Rl{J;J!§::,~~]:,p,E!\l§'AT.1.0:R .. :,: •. .:. .. , . ·-.•. " ~-"" .... ,. ,, , .... -. -: .. . , -·-. , , ... ~: ·: .----. ,,,. .. ,,, --·· ,, ,, Workers' Compensation Declaration: 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 of the work for which this permit is issued. rn 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: Insurance Company Republic Indemnity Policy No. 130835-01 Expiration ~ate 02/01 /98 (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100) OR LESS) D CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for 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. , :-: , ,,_,. -~- D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 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). ~ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions 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(s) licensed pursuant to the Contractor's License Law). D 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 property improvement. 0 YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted_with 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 person to coordinate, supervise and provide 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 work indicated (include name/ address/ phone number / type of work): _____________________________________________________ _ PROPERTY OWNER SIGNATURE ______________________ _ DATE ________ _ ~CQ~P!;J~t~:ttil~ ~-f.O'"f@N}<;irt,NO,Vi{f§'$.IO.ENf/A.i1:iO,il1QiN~;p,_eRMJ'.fj'QNJ,Y- 1s 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? 0 YES 1K) NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES KJ NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES G[ NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. ~O_N~Tfl!J9J'l~~PJ,IYG:.8G~C'(:~: .,,~_-,. _____ .. ":"'_, __ ,,,_, __ ,__ _ ~--. :-. -~ ~, ·---- 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 1st Business Bank LENDER'S ADDRESS 601 West Fifth Street, Los Angeles, CA 90071 W .. AtlPLlCAN£9§RI!l:J.Q'~;ft.Q,tJ,J'-_____ -__ _,_,~",2:: .. -, .. -~-,,,,_:_ ;_,,,, .. · '., -:--"_ .. --':·_,-----·· --::··-·"·,-:~, 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 co enced ithi 65 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 t work· a 11 r' d of 180 d s (Section 106.4.4 Uniform Building Code). PINK: Finance DATE _7.._-_· 2_4"'"---~~?--- • FOR OFFICE USE ONLY PERM"IT APPLICATION PLAN CHECK NO. ____ _ Cl'rY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760) 438-1161 EST. VAL. _________ _ Plan Ck. Deposit ________ _ Validated By __________ _ Date. _____________ _ 1. . PROJECt·INFORMA'.f'ION -· }f;;_ .-u.., ......, n !-~ ' ~ Av~ ,Qe,$"1 !Jhl)g,_ ~ UL!-::?. LJ__~ Address (include Bldg/Suite #) Business Name (at this address) tor 18 4£: ---r&f"'l..-r No. 1tf-z I Of1£t.61M12 0A1c.s Bus1Nc.ss dAJ~ Assessor's Parcel # '2-0C/ -oe, I -J f!> Existing Use II /I Description of Work ~~ ~rt sp.FT. #of Stories # of Bedrooms # of Bathrooms 2. CONTACT'PERSON'{if-differerit'frof!l,!Jppiicent) ·:··· .. · .. _,·.·._, , ·: -~: .. -·::· ... :. ,:'.:'.:, .... :--". _.: . .'· . .-".:--"/~<-1. -·:·_--.:.::0 , ·.<. .. ' , • ' • /tUJZrJIJC' t,,JC,tl[z{?.. lf5/Q ZXz?U17Y6 l?Je llt2A: 5 SihJi)/l;bOrA qz;zJ &Jf·i/58-1710 Name . _ Addre~s.. . . • . . . . . City·~--1 State/ZiP' Telephone# fl/)( ~~ .~~ 3.. APPl:.ICANT -0 Cpntractor· · .Q-Agent fo;,Con~agtor ., .Q~O.wner_; .BCAsen{:fqr,:,OVfner· • • , ; .• ·_-_,:~:~ .,.,-_ . . ..... Name Address City State/Zip Telephone# ·4, , ·PROPERTY OWNER ·, . . ·· Gt:>rcP .. Pf/Ttc~ L'ez u..i;:.. Name Address 'i'ilb· ;;j~");;;_ •· J1 .-.. pJ;,J··:5<·'~ 1 D1ra::zo rA C/:ZI l..J __ ci:~. ,·.,, ~t-at~/Zip .... ;~leph':~-~-iif.d_t/·Y,$:/770 5. · CONTRACTOR -COMPANY:NAME ~~--: ' ' ,,,_ . . . ,'' ~ ~ .. '. _, '. . ~ ':. ', ~' , (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 [C ter 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 ption. Any vio~ of S':'ction 7031.5 by any applicant for a ermit subjects the a plica . to civil penalty .st not more than five hundr~dollars [$500 ). ~: CA-2/!t. 7 ,z ,. t N me State License # /%54--63 / Address City State/Zip Telephone # ~ , License Class__________ City Business License # /1-J ~~ Designer Name Address City State/Zip Telephone State License # _________ _ 6. WORKERS':COMPENSATION . ,. Workers: Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D 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 of the r for which this permit is issued. 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: Insurance Company_____________________ Policy No.____________ Expiration Date _______ _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100) OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for 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 t ecure workers' compensation coverage is unlawful, end shall subject an employer to criminal penalties and civil fines up to one hundred ition ost of compensation, damages as provided for in Section 3706 of the Labor code, inter~ attorney's fees. SIGNATUR.~~~~?:=:~~~====L--------------DATE w --/B . ~ -7. OWNER-BUILDER DECLARATION\ . ,, ---:--:--· .- 1 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 compensation, will do the work and the structure is not intended or offered for sale (Sec. 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 ~ Id ithin 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). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The on actor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D 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 property improvement. D YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted _with 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 person to coordinate, supervise and provide 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 work indicated (include name / address / phone number/ type of work):. ________________________________________________________ _ PROPERTY OWNER SIGNATURE ______________________ _ DATE _________ _ COMPL:ETE THIS SECTION· F_OR•NON~!lESIDENTIAL BUll;,l;)ING:P~RMITS:.C'.>Nl\r .. i ·.-. ' !. ... _ .,,, 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? D YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES O NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR f'OLLUTION CONTROL DISTRICT. ,8, CO~STRIJCTIONLENDJN,GAC.El\lcy ;, ·: ., ,, . -::_·-,,.,,:· .. :,-c···:·_-.,, .. ,:,, · , ... ., here is a construction lendin_g agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). •fL_~tflj_~~LL..!..!(fl.:::it.~~'M,;h(Z._ · LENDER'S ADDRESS ______________________ _ ·9_'., -APPLICANT CERTIFIC,ATlON . : . 4»-;v' _,.-'·/"7/1.,v~,, .. .,_--~ ,,·:..~.....,:;.1,·· 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 Cit\' 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 perm·t is not commenced within 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 afte h work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). f APPLICANT'S SIGNATURE -=-l~,\tl,U£f..!...!.+.=:..!...!=::::::. ______________ , DATE ft/15rqez WHITE: File YELLOW: Applicant PINK: Financ1;1 S E W E R P E R M I T 06/18/98 11:05 Page' 1 of 1 Job Address: 2765 LOKER AV WEST Permit Type: SEWER -OFFICE/WAREHOUSE Parcel No: 209-081-18-00 Description: INDUSTRIAL BUILDING 89391 SF : CARLSBAD OAKS BUS CENTER Suite: Permit No: SE970176 Bldg Planck#: CB972728 Status: ISSUED Applied: 10/06/97 Apr/Issue: 06/18/98 Expired: Prepared By: DR r . F1NAL APPRovAL INSP. _____ DATE _____ _ CLEARANCE--------~~ CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 Inspection List Permit#: CB972728 Type: INDUST INDUSTRIAL BUILDING 89391 SF TILTUP BLDG Date Inspection Item Inspector Act Comments 12/23/98 84 Rough Combo TP WC 12/23/98 89 Final Combo TP NR CONF 12/16/98 34 Rough Electric TP co SPLIT BOLTS @ GRN CONECT 12/15/98 34 Rough Electric TP NR 12/14/98 34 Rough Electric TP NR ND PNLS OPEN 12/11/98 34 Rough Electric TP NR 12/4/98 15 Roof/Reroof PD NR 12/3/98 89 Final Combo PD co 120498 12/3/98 89 Final Combo PD NS 11/23/98 14 Frame/Steel/Bolting/Weldin TP AP ADD DOOR @ ELECT RM 11/23/98 17 Interior Lath/Drywall TP AP EXTN. @ELECT RM 10/14/98 11 Ftg/Foundation/Piers TP AP PARK LOT LITE BASES 10/14/98 12 Steel/Bond Beam TP AP PARK LOT LITE BASES 10/14/98 31 Underground/Conduit-Wirin TP AP PARK LOT LITE BASES 10/13/98 11 Ftg/Foundation/Piers DH co 10/13/98 31 Underground/Conduit-Wirin DH co 10/8/98 14 Frame/Steel/Bolting/Weldin TP AP SOFFITS @ CLMNS 10/8/98 17 Interior Lath/Drywall TP AP ELECT & PHONE RM 10/8/98 24 Rough/Topout TP AP CU WATER W/1W BLDG 10/8/98 31 Underground/Conduit-Wirin TP AP U/G CONDUIT FOR PARK LIT 10/8/98 34 Rough Electric TP AP CEIL SOFF & CLMNS 10/6/98 14 Frame/Steel/Bolting/Weldin TP NS DUP SEE 10/5 10/5/98 14 Frame/Steel/Bolting/Weldin TP AP ELECT & PHONE RM 10/5/98 14 Frame/Steel/Bolting/Weldin TP AP SOFFITS@ S.F. & CLMNS H 9/25/98 97 T-24 H-Cap Consultation TP Pl REQ@DOORS 9/17/98 15 Roof/Reroof TP AP MEZDECK 9/17/98 15 Roof/Reroof TP AP 9/17/98 24 Rough/Topout TP WC 9/16/98 14 Frame/Steel/Bolting/Weldin TP WC 9/16/98 15 Roof/Reroof TP co ND SI REP FOR ZONE A 9/15/98 15 Roof/Re roof TP NR 9/15/98 24 Rough/Topout TP AP ROOF DRAINS 9/8/98 15 Roof/Reroof TP NR 9/2/98 11 Ftg/Foundation/Piers TP AP POUR GROUT @ CLMNS 9/2/98 62 Steel/Bond Beam TP WC 9/2/98 66 Grout TP WC 8/28/98 11 Ftg/Foundation/Piers TP AP P.S. COMP SEE 8/25 8/26/98 11 Ftg/Foundation/Piers TP AP P.S. COMP 8/24/98 11 Ftg/Foundation/Piers TP PA POUR STRIP (N-INCL STR E 8/11/98 12 Steel/Bond Beam TP AP PNLS 13-17, 24-26 8/10/98 12 Steel/Bond Beam TP co PNLS-ENBEDS,CLRN, LEDGER 8/7/98 12 Steel/Bond Beam TP co PNLS N/COMP INBEDS, LEDG 8/7/98 12 Steel/Bond Beam TP WC 8/6/98 12 Steel/Bond Beam TP WC Tuesday, June 22, 1999 Page 1 of 2 8/6/98 12 Steel/Bond Beam TP co PNLS 8/5/98 12 ' Steel/Bond Beam TP WC 8/5/98 12 Steel/Bond Beam TP AP PNLS 12,19,27 8/4/98 12 Steel/Bond Beam TP AP PNLS 18 & 22 -20 CORR. 8/3/98 12 Steel/Bond Beam TP AP PNLS 21 & 23 7/31/98 12 Steel/Bond Beam TP PA PNLS 41-47-ND FINE TUNE 7/31/98 34 Rough Electric TP WC 7/29/98 12 Steel/Bond Beam TP AP PNLS 28-41 7/24/98 12 Steel/Bond Beam TP AP PNLS 1-11,49,50,51 6/30/98 12 Steel/Bond Beam TP AP SOG 6/25/98 11 Ftg/Foundation/Piers TP PA PNDING S I REPORT 6/24/98 11 Ftg/Foundation/Piers TP AP CONT FTNS WEST SIDE 6/22/98 11 Ftg/Foundation/Piers TP AP CONT FTN A1-10 6/22/98 11 Ftg/Foundation/Piers TP AP TIE BEAMS@ 13 LN N/INCL 6/22/98 11 Ftg/Foundation/Piers TP AP FTNS@PNL24 6/19/98 11 Ftg/Foundation/Piers TP AP CONT FTN 1-1-5 LN, INT S 6/19/98 21 Underground/Under Floor TP AP BLDG WASTE 6/19/98 22 Sewer/Water Service TP AP Tuesday, June 22, 1999 Page 2 of 2 '\ FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING Ei'REl PLANNING CMWD ST LITE PLAN CHECK#: CB972728 PERMIT#: CB972728 PROJECT NAME: INDUSTRIAL BUILDING 89391 SF TILTUP BLDG ADDRESS: 2765 LOKER AV WEST CONTACT PERSON/PHONE#: C/AL SEWER DIST: CA WATER DIST: CA INSPECTED BY: f'0 /tJ~ I INSPECTED BY: INSPECTED BY: COMMENTS: DATE INSPECTED: lv{~o DATE INSPECTED: DATE INSPECTED: DATE: 12/03/98 PERMIT TYPE: INDUST I 'I I~ ! I • ! 't , .. ·. ,. 1998 1 ..... .-~; i "' -:. I APPR=~ ' .. DISA APPROVED DISAPPROVED APPROVED DISAPPROVED FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING PLAN CHECK#: CB972728 PERMIT#: CB972728 PROJECT NAME: INDUSTRIAL BUILDING 89391 SF TILTUP BLDG ADDRESS: 2765 LOKER AV WEST CONTACT PERSON/PHONE#: C/AL SEWER DIST: CA WATER DIST: CA INSPECTED BY: INSPECTED BY: INSPECTED BY: COMMENTS: DATE lz.l4 INSPECTED: J DATE INSPECTED: DATE INSPECTED: APPROVED APPROVED APPROVED DATE: 12/03/98 PERMIT TYPE: INDUST ~ DISAPPROVED DISAPPROVED DISAPPROVED SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, San Diego, CA 92120 P.O. Box 600627, San Diego, CA 92160-0627 619-280-432·1, FAX 619-280-47 l 7 November 19, 1998 Roel Construction Company, Inc. P.O. Box 80216 San Diego, California 92138-0216 Attention: Project: Reference: Dear Mr. Hunter: Mr. Peter B. Hunter Carlsbad, Lot 18, Faraday Ave., Carlsbad, CA Low Break Report(s) FiEcE1veo Nov 2 3 1998 ROELCONsr. Per our discussion we are providing this letter to clarify the report of apparent low concrete compressive strength for concrete samples set (8839 -8842) fabricated on August 6, 1998 at the Lot 18 project. Apparently, the specified design strength of the mix design (4000 psi) was eroneously reported as the minimum 28 day compressive strength of the concrete tilt-up panel. It shoul~ be noted that the test results indicate compliance with the design requirement of 3 000 psi at 28 days of age. We apologize for any inconvenience this may have caused. Should you h~ve any questions, please contact me. \, Respectfully sub~itted, . IA SOIL & TESTING, INC. George A. Gavit, R.C.E. #56564 GAG:gag cc: ( 1) Kelly Capital (1) Roel Construction DEC-23-98 15:11 FROM,SO CAL SOIL TESTING ID:6192804321 PAGE ~~SOUTHERN ~ALIFORNIA ~ S O I L A N D T E S T I N_ G , I N C . FAX COVER SHEET To: /j/ &s: Company: &7 t;C/51. Project#: 2f/2l9b Proposal#: Telephone: Fax: .-f-- D Please reply ASAP ft:'.) For your information & use D Please route Comments: P.O. Box 600627, San Diego, CA 921'60-0627 6280 Riverdale Street, San Diego, CA 92120 Telephone: 619-280-4321 / Fax: 619-280-4717 ihis message is intended only for the u~ of the individual ot entity to ,whom it is addressed, and may contain information lhat is privileged. confidenti!JI and e>1empt from disclosure under applicable law. If tha reader of this message i$ not the intended recipient. you are hereby notified that any dissemination, distribution or copying oftflis communication is :slrictly prohibited. Thank you. If you do not r~eive all of'tht; pages or if you have any questions. please call... SCS&T at 619-280-4321 f fax number 619•280-4717. 1/27 ' ..... DEC-23-98 15:11 FROM,SO CAL SOIL TESTING ID,6192804321 PAGE SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET, P. 0. Box 600627, SANDIEqo, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: Project Trtle: Project Location; Architect Engineer: Contractor: 9812196 Lot #18 2765 Loker Avenue West HPJ KLT Roel Construction Location In Structure~ Panel 7 at 10' from top and 4' from right edge Materiaf Supplier: Nelson & Sloan Mix Designation: 1345 Admixture(s): WRDA 64/Air Time In Mixer (Minutes): Slump, Inches: 6 Truck Number: 364 Ticket Number: 717370 Samples Fabncated By: DN Samples Tested By: NH Laboratory Number: 8263 8264 8265 Mark: 28-A Date Made: 07-28-98 Date Received 07-29-98 Date Tested 08-04-98 08-25-98 08-25-98 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Loact, Pounds 77,000 119,250 117,750 Compressive strength, psi 2,120 4,220 4,170 Age Tested, Days 7 28 28 Required 28 Day Strength, psi 3,500 Unit Weight, pcf Pennit No: 97-2728 Plan File No: CC Temp.- Air Temp: Air Content: 8266 09-24-98 129,750 4,590 58 S~cimen sampling, uansportation and compressive srrength testing were petfo,m~d by this <Jgency in accorc1ance with the applicable ASTM $!andards. This agency makes no other warranties e~press or implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Cartsbad {1) Nelson & Sloan 07-2Ba.doc 12/15198 George Gavit, RCE #56564' 0 0 % 2/27 DEC-23-98 15:11 FROM:50 CAL SOIL TESTING I0,6192804321 PAGE SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET, P. o. Box 600627, SANDIE(JO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number.- Project Title: Project Location: Archffect: Engineer: Contractor: 9812196 Lot #18 2765 Loker Avenue West HPJ KLT Roel ConS1ruction Location In Structure: Material supplier: Panel 50 at 10' from left edge and 4' from bottom Nelson & Sloan 1345 Mix Designation:. Admixture(s): WRDA64/Air Time In Mixer (Minutes): 40 Truck Number: 334 Samples Fabricated By: DN Laboratory Number: 8267 Mark: 28-B Date Made: 07-28-98 Date Received 07-29-98 Date Tested 08-04-98 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, Pounds 79,500 Compressive strength, psi 2,810 Age Tested, Days 7 Required 28 Day strength, psi 4,000 Unit Weight, pcf Slump, Inches: 5-1/4 Ticket Number: 717 403 samples Tested By.-NH 8268 8269 08--25-98 08-25-98 127.000 129,250 4,490 4,570 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8270 09-24-98 134,750 4,770 58 Specimen sampling, lfansportalion and compressive strength te~ng w~re perforrmd oy this agMcy in accordance with the applicable ASTM standards. This agency make~ no other warranties express or implied. Distribution: (1) Kelly Capital (1) Roel construction Co. (1) City of Cartsbad (1) Nelson & Sloan D7-28b_doc 12/16/JS Rev!~~ George Gavit, RCE #56564 0 0 3/27 DEC-23-SB 15,11 FROM,SO CAL SOIL TESTING ID,6192804321 PAGE SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET. P. 0. Box 600627, SAN DIEQO, CA 92160 (619) 280-4321 Concrete Compressive Strengt.h Test Report File Number: Project Title: Project Location: Archffect: Engineer: Contractor: 9812196 Lot#18 2765 Lok.er Avenue West HPJ KLT Roel Construction Loc.ation In Structure: Matenal Supplier: Panel 28 at 3' from top an 1 o· from right edge Nelson & Sloan Mix Designaffon: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 30-A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WROA64/Air 55 318 DN 839~ 07-30-98 07-31-98 08-06-98 6.00 28.27 87.750 3,100 7 Required 2B Day Strength, psi . 4,000 Unit Weight, pcf Slump, Inches: 5-1/2 Ticket Number: 7'18087 samples Tested By: NH 8398 8399 0S-27-98 08-27-98 121,500 118,500 4,300 4,190 28 28 Pennit No: 97-2728 Plan File No: 8400 09-24-98 128,750 4,550 56 CC Temp.- Air Temp: Air Content: speamen sampling. ~nsporrarion and compre:;;sive 5tll3ngrh testing were performed by tflis agency in accordance with the applicable ASTM standards. This agency mal<as no otherwarrontfes e;cpress or implied. Distribution: (1) Kelly capital (1) Roel Construction co_ (1) City of Carlsbad (1) Nelson & Sloan 07-30a.doc 12/16'98 Reviewed By: George 0 0 4/27 DEC-23-98 15:11 FROM:SO CAL SOIL TESTING l0:6192804321 PAGE SOUTHERN CALIFOR.J.~IA SOIL AND TESTING, INC. 6280 RIVERDALE STREET. P. 0. Box 600627, SANDIEQO. CA 92160 (619) 280-4321 Concrete Compressive Strengtlz Test Report File Number: 9812196 Project Title: Lot #1 8 Project Location: 2765 Loker Avenue West. Architect: H P J Permit No: 97-2728 Engineer. KLT Plan File No: Contractor: Roel Construction Location In Structure: Panel 40 at 20' from top and 15' from right edge Material Supplier; Nelson & Sloan Mix Designation: 1345 Admixture(s): WRDA64/Air Ttme In Mixer (Minutes): 30 Slump, Inches: 6 cc Temp: Truck Number: 610 Ticket Number: 718206 Air Temp: Samples Fabricated By: ON Samples Tested By: NH Air Content: Laboratory Number: 8401 8402 8403 8404 Marte 30-B Date Made: 07-30-98 Date Received 07-31-98 Date iested 08-06-98 08-27-98 08-27-98 09-24-98 Diameter, Inches 6.00 Area, Square Inches 28_27 Maximum Load, Pounds 84,000 118,500 118,500 127,250 Compressive Strength, psi 2,970 4,190 4,190 4,500 Age Tested, Days 7 28 .28 56 Required 28 Day Strength, psi 3,500 Unit Wefght, pcf Specimen sampling. transportation ancJ c;ompre:;:;ive strength testing were petformed by this agency in accordance with the applicable ASTM stanaaras. This agency makes no other warranties ttxproS$ or implied, Distribution: {1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-30b.doc 1.2/18198 Reviewed By: George Gavit. RCE #56564 0 0 % 5/27 DEC-23-98 15:12 FROM:50 CAL SOIL TESTING ID,6192804321 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RlVERDALE STR.E.ET, p_ o. Box 600627, SAN DtEG9, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: Project Title: Project Location: 9812196 Lot#18 PAGE Architect: 2765 Loker Avenue West H PJ Permit No: 97-2728 Engineer: KLT Contractor: Roel Construction Location In Structure: Material Supplier: Mix Designation.· Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 4-A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressiv~ Strength, psi Age Tested, Days Panel 46 at 4' from bottom and 15' from right edge Nelson & Sloan 1345 WRDA64/Air 30 327 DN 8697 08-04-98 08-05-98 08-11-98 6.00 28.27 87,500 3,100 7 Stump, Inches: 6-1/4 Ticket Number: 719283 Samples Tested By: NH 8698 8699 09-01-98 09-01-98 117,250 119,500 4.150 4.230 28 28 Required 28 Day Strength. psi 4,000 Unit Weight, pcf Plan File No: CC Temp: Air Temp: 0 Air Content: 8700 09-30-98 128,250 4.540 57 Specimen sampling, transportation and compressive srtength testing were pet1ormed by this agency in accoraance with rhe applicable ASTM scandards. This agency.makes no other warranties express or implied. Distribution: { 1 ) Kelly Capital (1) Roel Construction Co. (i) City of Carlsbad (1) Nelson & Sloan 08•04rJ.dOC 12/17198 Reviewed By: George Gavit. RCE #56564 S/27 DEC-23-98 15,12 FROM:SO CAL SOIL TESTING ID:6192804321 PAGE SOUTHERN CALIFORNIA Sou., AND TES.TING, INC. 6280 RIVERDALE STREET, P. o. Box 600627. SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: Project Title: Project Location: Architect: Engineer: Contractor.· 9812196 Lot#18 2765 Loker Avenue West H PJ KLT Roel Construction Location In Structure: Material Supplier: Panel 47 at 15' from bottom and 3' from right edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Marie 4-B Date Made: Date Received Date Tested Diameter. Inches Area. Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 35 343 DN 8701 08-04-98 08-05-98 08-11-98 6.00 28.27 89.750 3,170 7 Required 28 Day strength, psi 4,000 Unit Weight, pcf Slump, Inches: 3-3/4 Ticket Number: 71934 7 Samples Tested By: NH 8702 3703 09-01-98 09-01-98 121.250 123,000 4,290 4.350 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8704 09-30-98 130,250 4,610 57 Specimen sampling, transport11tion ana compressive .strength testing were performed by tllis agency in accotr:Jance witll the applicable ASTM standards. This ai;ency makes no other warranties express or implied. Distribution: (1) Kelly Capital (1) Roel construction Co. (1) City of Carlsbad (1) Nelson & Sloan o8-04b.doc 12/16190 Revie;; George Gavit, RCE #56564 0 0 7/27 DEC-23-98 15,12 FROM,SO CAL SOIL TESTING ID:6192904321 PAGE SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET, P. 0. BOX600627, SANDIEQO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: Project Title: Project Location: Architect: Engineer: Contractor: 9812196 Lot#18 2765 Lok.er Avenue West .H PJ KLT Roel Construction Location In structure: Panel 13 at 3' from to·p and 4' from left edge Material Supplier: Mix Designation.- Admixture(s): Time In Mixer (MinutesJ.- Truck Number: Samples Fabricated By: Laboratory Number: Marl<.: 12-A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days- · Nelson & Sloan 1345 WRDA64/Air 70 601 DN 9208 08·12·98 08-13-98 08-17-98 6.00 28.27 79,250 2,800 5 Required 28 Day Strength, psi 3,500 Unit Weight, pcf Slump, Inches: 6 Ticket Number: 721280 Samples Tested By: NH 9209 9210 09-09-98 09-10-98 120,250 123.250 4,250 4,360 .28 29 Permit No: 97-2728 Plan File No; cc Temp: Air Temp: Air Content: 9211 9212 10-07•98 10-07-98 140,250 141,250 4.960 5,000 56 56 Specimen sam,iing, tfBnsportation and compressiVe sttengtt, testing wefe ~tfomted by this agency in ac:corriance with the applicable ASTM srandards. This agency makes no otht?f warranties expteM or implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 08-12.doc 12116193 GeorgUavi.RcEi56SS4 Q 0 % 9/27 DEC-23-SB 15:13 FROM,SO CAL SOIL TESTING SOUTHERN CALJ.FORNlA SOIL & TESTING, INC. 6280 Riverdale Sireet, San Diego, CA 921 ZO P.O. Box 600627. San Diego, CA 92160-0627 619-280-4321, FAX 619-280-4717 ID,6192904321 PAGE 10/27 OEC-23-98 15:13 FROM,SO CAL SOJL TESTING ID,6192804321 SOUTHERN CA.LlFORNIA SOIL AND TESTING, INC. 6280.RIVERDALE STREET, P. o. Box 600627, SANDIEGQ, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report Fife Number: Project Title: Project Location: 9812196 Lot#18 PAGE 11/27 Architect: 2765 Loker Avenue West HPJ Permit No: 97-2728 Engineer: KLT Contractor: Roel Construction Location In Structure: Material Supplier: Pourstrip at line 2 at F.75 Nelson & Sloan Mix Designation: 1345 Admixture(s): WRDA64 Time tn Mixer (Minutes): 91 Truck Number: 602 Samples Fabricated By: GP Laboratory Number: 9838 Mark: 1,2,3 Date Made: 08-25-98 Date Received 08-26-98 Date Tested 09-01-98 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load. Pounds 93,000 Compressive Strength, psi 3,290 Age Tested, Days 7 Required 28 Day Strength, psi 3,500 Unit Weight, pcf $/ump, Inches: 4 Ticket Number: 724640 Samples Tested By: NH 9839 9840 09-22-98 108,250 3,830 28 Plan File No: CC Temp: Afr-Temp: Air Content: 0 0 Specimen sampling. transportation and compressive strength testing were performed by this agency in accordance wit/1 the applicable ASTM st1;maards. This agency mel<es no other warranties express or implied. Distribution: ( 1 ) Kelly Capital (1) Roel Construction Co. ( 1) City of Carlsbad ( 1) Nelson & Sfoan 08-25.dOC 9/28198 Reviewed By: George Gavit, RCE #56564 DEC-23-98 15:13 FROM:SO CAL SOIL TESTING ID:6192804321 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET, P. 0. Box 600627, SAN DIEG9, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: Project Title: Project Location: 9812196 Lot#18 PAGE 12/27 Architect: engineer: 2765 Loker Avenue West H PJ Permit No: 972728 KLT Contractor: Roel Construction Location In Structure: Material Supplier: Mix Designation: Admixture(s): rime In Mixer (Minutes): Truck Number. Samples Fabricated By.- Laboratory Number. Mark: 1 Date Made: Date Received Date Tested Diameter, Inches Area. Square Inches M8ximum Load, Pounds Compressive Strength. psi Age Tested, Days Footings at grid line 14/K to M Nelson & Sroan 593 WRDA64 66 602 SAD 6146 06-22-98 06-23-98 06-29-98 6.00 28.27 66,500 2,350 7 Slump, Inches: 3-1/2 Ticket Number: 707584 Samples Tested By: NH 6147 6148 07-20-98 07-20-98 85,500 87,250 3,020 3,090 28 28 Required 28 Day Strength, psi 3,000 Unit Weight. pcf Plan File No: CC Temp: Air Temp: Air Content 0 0 Specimen sampling. transport.ition and compressivtt strength testing were performsd by this agency in 8CC0J"Qance with lhe applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (1) Kelly Capital (1) Roel Construction Co_ ( 1) City of Carlsbad 06-22a 7121198 Reviewed By: George Gavit. RCE #56564 DEC-23-98 15,13 FROM,SO CAL SOIL TESTING ID,6192804321 PAGE 13/27 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET, P. 0. Box 600627, SAN DIEGP, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812196 Project Title: Lot#18 Project Location: Architect: 2765 Loker Avenue West H PJ Permit No: 972728 t<LT Engineer. Contractor. Roel Construction Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 2 Date Made: Date ReceiVed Date Tested Diameter. Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Footings at grid tine Q/1 to 4 Nelson & Sloan 593 WRDA64 62 348 SAD 6203 06-22-98 06-23-98 06-.29-98 6.00 28.27 68,250 2,410 7 Stump, Inches: 4-1/4 Ticket Number: 707794 Samples Tested By: NH 6204 6205 07-20-98 07-20-98 91,000 93.250 3,220 3,300 28 28 Required 28 Day Strength, psi 3,000 Unit Weight. pcf Plan File No: CC Temp: Air Temp: Air Content: () 0 Specimen sampling, transporrarion and cgmpressive strength tesl1'ng wer~ performed by this agency in aecordance with the appticebte ASTM standards. This agency makes no other wenanties express or implied. Distribution: (1) Kelly Capital ( 1) Roel Construction Co. ( 1 ) City of Carlsbad 06-22b 7121198 Reviewed By: George Gavit, 'RCE #56564 DEC-23-SB 15:14 FROM,SO CAL SOIL TESTING ID,6192804321 PAGE 14/27 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: 9812196 Project Title: Lot #18 Project Location: Architect: 2765 Loker Avenue West H PJ Permit No: 972728 Engineer: KLT Contractor: Roel Construction Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer {Minutes): Truck Number: Samples Fabricated By: Laboratory Number. Mark: 1 Date Made.· Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength. psi Age Tested, Days Nelson & Sloan 593 WRDA64 26 601 SAD 6402 06-25-98 06-26-98 07-02..:98 6.00 ~8.27 73,250 2,590 7 Required 28 Day Strength, psi 3,000 Unit Weight. pct Slump, fnches: 4 Ticket Number: 708799 Samples Tested By: NH 6403 6404 07-23-98 07-23-98 93,250 91.750 3,300 3,250 28 28 Plan File No: CC Temp: Air Temp: Air Content: Q 0 % specimen sampling. tr.msportation and comcressive strength testing were performed by tnis agency in accord,moe with me applicable ASTM stendarcls. This agency mal<&s no other wa1Tantias express or implied. Distribution: (1) Kelly Capital ( i) Roel Constfuction Co. (1) City of Carlsbad Oo-tsa 7i27/98 Reviewed By: George Gavit, RCE #56564 OEC-23-SS 15,14 FROM,SO CAL SOIL TESTING 10<6192804321 PAGE 15/27 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET, P. 0. Box 600627, SAN D1EGP, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812196 Project Title: Lot#18 Project Location: Archl1ect: 2765 Loker Avenue West H PJ Permit No: 972728 Engineer: KLT Contractor: Roel Construction Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Labo~tory Number: Mark: 2 Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength. psi Age Tested, Days Nelson & Sloan 593 WRDA64 39 601 SAD 6405 06·25-98 06-26-98 07--02-98 6.00 28.27 70,250 2,480 7 Required 28 Day Strength, psi 3,000 Unit Weight. pd Slump, Inches: 4 Ticket Number: Samples Tested By: NH 6406 6407 07-23-98 07-23-98 93,000 90,250 3,290 3,190 28 28 Plan File No: CCTemp; Air Temp: Air Content: 0 D % Specimen sampling. transportation and compreSSJ-ve stwngth t9sting were performed by this agency in accordance with the applicable ASTM standards. rn/s agency makes no other warranties express or implied. Distribution: (1) Kelly Capital {1) Roel Construction Co. ( 1) City of Carlsbad 06-2511 7127/98 Reviewed By: George Gavit. RCE #56564 DEC-23-98 15:14 FROM:SO CAL SOIL TESTING ID:6192804321 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: 98121.96 Lot#18 PAGE 16/27 Architect: 2765 Loker Avenue West H PJ Permit No: 972728 Engineer: KLT Contractor. Roel Construction Location In Structure: Material supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Nvmber: Mark: 3 Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Nelson & Sloan 593 WRDA64 49 610 SAD 6408 06-25-98 06-26-98 07-02-98 6.00 28.27 71,000 2,510 7 Required 28 Day Strength, psi 3,000 Unit Weight. pcf Slump, Inches: 4 Ticket Number: 708934 Samples Tested By: NH 6409 6410 07-23-98 07-23-98 89,250 91,000 3,160 3,220 28 28 Plan File No: CC Temp: Air Temp: Air Content: 0 0 % Specimen sampling. t(Qnsporracion and compressive strength teS!ing were performed by this agency in accotrian~ with the applicaote ASTM standards. This agency makes no other warranties express or implied. Distribution: ( 1 ) Kelly Capital ( 1) Roel Construction Co. (1) Cily of Carlsbad 06-25c 7127/98 Reviewed By: George Gavit, RCE #56564 DEC-23-SB 15,lq FROM,50 CAL SOIL TESTING PAGE 17/27 SOUTHER'N CALIFORNIA SOIL AND TESTING, INC. 62~0 RIVERDALE STREET, P. 0. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812196 Project 1i1fe: Lot#18 Project Location: Architect: 2765 Loker Avenue West HPJ Permit No: 972728 Engineer: KLT Plan File No: Contractor: Roel Construction Location In Structure: Slab-on-Grade between 3 and 4 Q and M Material Supplier: Nelson & Sloan Mix Designation: 89-145 Admixture(sJ: WRDA64 Time In Mixer (Minutes): 70 Slump, Inches: 4-1/2 CC Temp: 0 Truck Number: 620 Ticket Number: 710222 Air Temp: 0 Samples Fabricated By: CJH Samples Tested By: NH Air Content: ~ Laboratory Number: 6685 6686' 6687 Mark: A Date Made: 07-01-98 Date Received 07-02-98 Date Tested 07-08-98 07-29-98 07-29-98 Diameter, Inches 6.00 Area, Sqvare fnches 28.27 Maximum Load, Pounds 98,250 120,250 123,250 Compressive Strength, psi 3,480 4,250 4,360 Age Tested. Days 7 28 28' Required 28 Day Strength. psi 3,000 Unit Weight pcf Specimen sampling. transportation end compressive strength testing were performed by this agency in eccoltiance with the appficebfe ASrM scanctards. This agency makes no othEJr warranties e.tpress or implie<f. Distribution: {1} Kelly Capital ( 1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan Reviewed By: George Gavit, RCE #56564 DEC-23-96 15:15 FROM:SO CAL SOIL TESTING I0:6192604321 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 R1vERDAL£ STR££T, P. o. Box 600627. SAN DIEGP, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: Profect rme: Profect Location: 9812196 Lot#18 PAGE 16/27 Architect: 2765 Loker Avenue West H PJ Permit No: 972728 Engineer: KLT Plan File No: Contractor: Roel Construction Location In Structure: Slab-on-Grade between 2 and 3 and K and M Material Supplier: Nelson & Sloan Mix Designation: 89-145 Admixture(s): WRDA64 Time In Mixer (Minutes): 75 $/ump, Inches: 4-1/2 CC Temp: 0 Truck Number: 367 Ticket Number: 710234 Air Temp: 0 Samples Fabricated By: CJH Samples Tested $y: NH Air Content: % Laboratory Number: 6688 6689 6690 Mark: B Date Made: 07-01-98 Date Received 07-02-98 Date Tested 07-08-98 07-29-98 07-:29-98 Diameter. Inches 6.00 Area, Square Inches 28.27 Maximum Load, Pounds 101,000 128,250 125,750 Compressive Strength, psi 3,570 4,540 4,450 Age Tested, Days 7 28 28 Required 28 Day Strength, psi 3,000 Unit Weight. pcf Specimen sampling, 1ranspcr1arion and compressive strength testing were performed by this agency in accordence with the applicable ASTM standards. This agency makes no other warranties expfflss or implied. Distribution: (1) Kelly Capital (1} Roel Construction Co. ( 1) City of Carlsbad (1) Nelson & Sloan 07-0fb i/29198 Reviewed By: George Gavit. RCE #56564 DEC-23-9B 15:15 FRQM,SO CAL SOIL TESTING ID:6192804321 PAGE 19/27 SOUTHERN CALIFORNIA SOIL AND TESTING, INCo 6280 RIVERDALE STREET, p_ 0. Box 600627. SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812196 Project Title: Lot#18 Project Location: Architect: 2765 Loker Avenue West H PJ Permit No: 972728 Engineer: KLT Contractor: Roel Construction Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: C Date Made: Date Received Date Tested Diameter:, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength. psi Age Tested, Days Slab-on-Grade betw~en 1 and 2 and H and K Nelson & Sloan 89-145 WRDA64 60 363 CJH 6691 07-01-98 07-02-98 07-08-98 6.00 28.27 97,250 3,440 7 Slump, Inches: 4-3/4 Ticket Number. 710270 Samples Tested By; NH 6692 6693 07-29-98 07-29-98 124,250 120,250 4.400 4,250 28 28 Required 28 Oay Strength, psi 3,000 Unit Weight. pcf Plan File No: CC Temp: Air Temp: Air content: 0 0 Specimen sampling. rransponation srn:J compressive strength testing were performed by this agency in accorrJance with the applicable AS1M standards. This agency makes no orher warranties express or implied. Distribution: (1) ·Kelly Capital (1} Roel Construction Co. (1) City of Carlsbad {1} Nelson & Sloan 07-01c 7129/98 Reviewed By: George Gavit. RCE #56564 DEC-23-98 15,15 FROM,SO CAL SOIL TESTING I0,6192804321 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE.STREET, P. o. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: Project T11/e: Project Location: 9812196 Lot#18 PAGE 20/27 Architect: 2765 Loker Avenue West H PJ Permit No: 972728 Engineer: KLT Contractor: Roel Construction Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Numoer: Samples Fabricated By: LabOratory Number: Mark: D Oate Made: Date Received Date Tested Diameter. Inches Area, Square Inches Maximum Load. Pounds Compressive Strength, psi Age Tested, Days Slab-on-Grade between 2 and 3 and H and F Nelson & Sloan 89-145 WRDA64 60 605 CJH 6694 07-01-98 07-02-98 07-08-98 6.00 28.27 103,250 3,650 7 Slump, Inches: 6-1/2 Ticket Number: 710301 Samples Tested By: NH 6695 6696 07-29-98 07-29-98 121,250 124,000 4,290 4.390 28 28 Required 28 Day Strength, psi 3.000 Unit Weight. pcf Plan File No: CC Temp: Air Temp: Air Content: 0 0 % Specimen sampling, 1ranspot1arion and compressive strength testing were petformed by this agency in accordance wim the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: (1) Kelly Capital ( 1) Roel Construction Co. {1) City of Carlsbad (i) Nelson & Sloan 07-01d 7129/98 Reviewed By: George Gavit, RCE #56564 DEC-23-SS 15,15 FROM,SO CAL SOIL TESTING ID,6192804321 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RlVERDAl..E STREET, P. 0. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: Project Title: Project Location: 9812196 Lot#18 PAGE 21/27 Architect: 2765 Loker Avenue West H PJ Permit No: 972728 Engineer: KLT Contractor: Roel Construction Location In Structure_· Material Supplier: Mix Designation: Admixture(sJ_- Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory N1.1mber: Mark: E Date Made: Dote Received Date Tested Diameter, Inches Area. Sq1.1are Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Slab-on-Grade between 3 and 4 and A and C Nelson & sroan 89-145 WRDA64 70 355 CJH 6697 07-01-98 07-02-98 07-08-98 6.00 28.27 101,250 3.580 7 Slump, Inches: 5 Ticket Number: 710321 Samples Tested By: NH 669& 6699 07-29-98 07-29-98 126.250 123,000 4,470 4,350 28 28 Required 28 Day Strength, psi 3,000 Unit Weight, pcf Plan File No: CC Temp: Air Temp: Air Content: 0 0 % Specimen sampling. transportation and r;ompressive strength resring were performed by this agency in accordance with the applicable ASTM standards. This agency mekes no ocher warranties express or implied. Distribution: (1) Kelly Capitar ( 1} Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-0M 7131198 Reviewed By: George Gavit. RCE. #56564 DEC-23-98 15,16 FROM,SO CAL SOIL TESTING I0,6192804321 SOUTHERN CAL~FORNIA SOIL AND TESTING, INC. 6280 RTVERDAL~ STREET, P. 0. Box 600627, SAN DlEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: Project Title: Project Location: 9812196 Lot#18 PAGE 22/27 Architect: 2765 Loker Avenue West Hp J Permit No: 972728 Engineer: KLT Plan File No: Contractor: Roel Construction Location In Structure: Slab-on-Grade between 5 and 6 and N and P Material Supplier: Nelson & Sloan Mix Designation: 89-145 Admixture(s): WRDA64 Time In Mixer (Minutes): 45 Slump, Inches: 4-3/4 CC Temp: 0 Truck Number: 618 Ticket Number: 710716 Air Temp: 0 Samples Fabricated By: CJH Samples Tested By: NH Air Content: '.I, Laboratory Number: 6847 6848 6849 Mark: A Date Made: 07-02-98 Date Received 07-03-98 Date Tested 07-09-98 07-30-98 07-30-98 Diameter, Inches 6.00 Ama, Square Inches 28.27 Maximum Load. Pounds 104,500 132,250 134,500 Compressive Strength. psi 3,700 4,680 4.760 Age Tested, Days 7 28 28 Required 28 Day Strength, psi , 3,000 Unit Weight, pcf Specimen sampling. tr,msporratlon and compressive strength testing were performed by this agency in accoroance with rhe applicable ASTM standards. Thif; agency makes no other WBIT8nties express or implied. Distribution: ( 1 ) Kelly Capital ( 1) Roel Construction Co. ( 1 ) City of Carlsbad (1} Nelson & Sloan 07-02iJ 7131/98 Reviewed By: Ge~ed DEC-23-98 15:16 FROM:SO CAL SOIL TESTING ID:6192804321 PAGE 23/27 II SOUTHERN CALIFORNIA SOIL AND TESTJNG, INC. 6280 RivERDALE. STREET, P. 0. Box 600627, SAN DIEGO, CA ~2160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: 9812196 Project Title: Project Location: Architect Engineer: Contractor: Lot#18 2765 Loker Avenue West H PJ KLT Roel Construction Location In Structure: Materiar Supplier: Slab-on-Grade between 6 and 7 and Kand M Nelson & Sloan Mix Designation: AcJmixture(s): Time if1 Mixer (Minutes).' Truck Number: Samples Fabricated By: Laboratory Number: Marie B Date Made: Date Received Date Tested Diameter. Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 89-145 WRDA64 70 605 CJH 6850 07-02-98 07-03-98 07-09-98 6.00 28.27 101,500 3,590 7 Required 28 Day Strength, psi 3,000 Unit Weight. pcf Slump, Inches: 4-112 Ticket Number. 710732 Samples Tested By: NH 6851 6852 07-30-98 07-30-98 129,750 131,250 4,590 4.640 28 28 Permit No: 972728 Plan File No: CC Temp: Air Temp: Air Content: 0 0 'f, Specimen sampling, transporration and compressive strength testing were performed by this agency in accorctance wim the app(icaore ASTM ~tandaros. This agency makes no other wam,nties express or implied. Distribution: (1} Kelly Capital (1) Roel Construction Co. ( 1 ) City of Carlsbad (1) Nelson & Sloan 07-02b 7131198 Reviewed By: G~~e4i DEC-23-90 15,18 FROM=SO CAL SOIL TESTING ID,8192B04321 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET, P. 0. Box 600627, SAN DlEGp, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Repa,t Fife Number. Project Titre: Project Location: 9812196 Lot#18 PAGE 24/27 Architect: 2765 Loker Avenua West H PJ Permit No: 972728 Engineer: KLT Contractor: Roel Construction Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: C Date Made: Date Received Date Tested Diamet~r. Inches Area, Square Inches Maximum Load. Pounds Compressive Strength. psi Age Tested, Days Slab-on-Grade between 9 and 12 and G and J Nelson & Sloan 89-145 WRDA64 85 363 CJH 6853 07-02-98 07-03-98 07-09-98 6.00 28.27 103,500 3,660 7 Slump, Inches: 4-1/4 Ticket Number: 710757 Samples Tested By: NH 6854 6855 07-30-98 07-30-98 124,250 122,250 4.400 4,320 28 28 Required 28 Day Strength, psi 3,000 Unit Weight. pcf Plan File No: CC Temp: Air Temp: Air Content: 0 0 Specimen sampling, transportation and compressive strength testing were performed Oy rhis agency in accordance with the applicable ASTM standarrfs. This agency makes no other wammties express or implied. Distribution: (1) Kelly Capital (1) Roer Construction Co. (1} City of Carlsbad ( 1 ) Nelson & Sloan 07-02c 7131/98 Reviewed By: M George Gavit, RCE #56564 OEC-23-98 15°18 FROM,SO CAL SOIL TESTING ID,8192804321 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET, P. 0. Box 600627, SAN DIE.Gp, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: Project Title: Project Location: 9812196 Lot#18 PAGE 25/27 Architect: £Engineer: 2765 Loker Avenue West H PJ Permit No: 972728 KLT Contractor: Roel Construction Location In Structure: Materiaf Suppfier: Mix Designation: Admlxture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By.· Laboratory Number: Mark: D Date Made: Date Received Date Tested Diameter, Inches Area, Square fnches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Slab-on-Grade between 5 an 6 and F and H Nelson & Sloan 89-145 WRDA64 70 346 CJH 6856 07-02-98 07-03-98 07-09-98 6.00 28.27 96.750 3,420 7 Slump, Inches: 4 Ticket Number: 710789 Samples Tested By: NH 6857 6858 07-30-98 07-30-98 121,750 125.250 4,310 4,430 28 28 Required 28 Day Strength, psi 3.000 Unit Weight, pcf Plan File No: CC Temp: 0 Air Temp: 0 Air Content: % Specimen sampling, transportation and e,ompressive strength testing were performed by this agency in accordance with the apptical:Jle ASTM stiindatds. This agency makes no Otl'IBr wammties express or implied. Distribution: ( 1) Kelly capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-02cl 7131/98 Reviewed By: George &64 DEC-23-98 15,1S FROM,SO CAL SOIL TESTING ID,S192804321 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET, P. 0. Box 600627, SAN DJEG9, CA 92160 (619) 280--4321 Concrete Compressive Strength Test Report File Number: Project Title: Project Location: 9812196 Lot#18 PAGE 2S/27 Architect: 2765 Loker Avenue West H PJ Permit No; 972728 Engineer: KLT Contractor: Roel Construction Location fn Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number. Mark: E Date Made: Date Received Date Tested Diameter. Inches Area. Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Slab-on-Grade between 7 and 9 and D and F Nelson & Sloan 89-145 WRDA64 60 351 CJH 6859 07-02-98 07-03-98 07-09-98 6.00 28.27 100,250 · 3.550 7 Slump, Inches: 4-3/4 Ticket Number: 710849 Samples Tested By: NH 6860 6861 07-30~98 07-30-98 126.250 124,000 4,470 4,390 28 28 Required 28 Day Strength, psi 3,000 Unit Weight, pcf Plan File No: CC Temp: 0 Air Temp: Air Content: Specim9fl sampling, transportation and compressive strength resting wer& performed by this agency in accordance with the app/icabfe ASTM standards. This agency makes no other warranties express or impfied. Distribution: (1) Kelty Capital (1) Roel Construction Co. ( 1) City of Carlsbad (1) Nelson & Sloan 07-02e 7131/98 Reviewed By: M George Gavit, RCE #56564 DEC-23-98 15,17 FROM,SO CAL SOIL TESTING ID,6192804321 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: 9812196 Lot#18 PAGE 27/27 Architect: 2765 Loker Avenue West H PJ Permit No: 972728 Engineer.- Contractor. KLT Roel Construction Location In Structure: Slab-on-Grade between 5 and 6 and B and D Material Supplier: Nelson & Sloan Mix Designation: 89-145 Admixture(s): WRDA64 Time In Mixer (Minutes): 60 Slump, Inches: 5-1/2 Truck Number: 601 Ticket Number: 710932 Samples Fabricated By: CJH Samples Tested By: NH Laboratory Number. 6862 6863 6864 Mark: f Date Made: 07-02-98 Date Received 07-03-98 Date Tested 07-09-98 07-30-98 07•30-98 Diameter. fnches 6.00 Area. Square Inches 28.27 Maximum Load, Pounds 101.750 122,000 124,000 Compressive Strength, psi 3,600 4,320 4,390 Age Tested. Days 7 28 28 Required 28 Day Strength, psi 3.000 Unit Weight. pcf Plan File No: CC Temp: 0 Air Temp: 0 Air Content: •1, Specimen sampling, cranspottacion and compressive sttength testing were performed by Chis agency in accordance with the applicable ASTM srandards. This agency makes no other warranties express or implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. ( 1) City of Carlsbad ( 1) Nelson & Sloan 07-02f 7/31/98 Reviewed By: George Gavit, RCE #56564 HP OfficeJet Personal Printer/Fax/Copier/Scanner Last Fax Identification Dec 23 2:10pm Received 6192804321 Fax History Report for Chuck Mead (760)918-9499 Dec-23-98 2:23pm Duration Pages Result 6:43 27 OK .J.-· ..l..V• ..,....; .J..'J •.., • • ..... ., ...., •• --'" Z7~ s-: l,t,,/(;l~ .. ~Lr' i 1-'l "1 2 9' · . I 1 1 I, ... :1·/MD I RO~L CONSTRUCTION COMPANY, INC. REQUEST FOR INFORMATION ·RR#: . . (V I A F A·C & I M I L E) R:lllll.~~ l!C • JW~.-rllllEI' • P.Q. l!ICIC&Sfll • IIWICIIDQ.~NtllloCll2'III • (*tll).ll'S'Mt!IG • FJ.:l.: O)!f)~ ·. 8Tllffl l..lCl!lliSE lllO. 114::i31 p,,,_ge 0£ 'I I , • ,1, ' ',' ! ' ' ' ' ' ' ' ••• 1 '' I I 1 , 1 I ,• '. 11 ' ,I ' I ' ,' I' ,11 I .,., ' '' ' • 11, ! lt9£8LS 619 'ON XVtl ~NIHH!Nl~H3 IHSKW -1 ~ v ,. ,...... a.a. j ·., ·:,an Wd 60:9 fiHJ·86-ll~JHO, ' ' ' ,,1 I ' ' ' ' . I' 1: ,, (VIA fAC&UIU,Ej '--pROJICT; Randall lntarndcnal RFI #: ~12,W,. .. i;2.117/f$ 'I I ' ,r, r DATC: 1Q123118 'IW&II.! .,....,.._.,..an JW,rtp BrJ -~ . \ .. v.se " . 2,.;.. ~~ , ·,t..C)-.,'fl' ""~ ~••flll Cr-I ~1. ~-n• ~.......__ ,s A•~ , IIIICll!L~~. oc. • l!IIIUM1t'l2: ~ • ... 0. ~--• IIMI CIHQ. -~ • P,I) lllQ'-4>11D " 1Wt! ft10,;)f1:alllt . ~'fflu:IRIIBIID ,Hlll'I Paqe of lv9£8L9 619 ·oN XVtl : '' 1 ,·' I < ,,' I I' ,; I ,1 , 1 I 11 ' ' ,' ' 'I I ' 1!, I : ''' I '11 I ,, ' ' 'I 1, ' " ' ,·' 1 ' ' 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 January 6, 1999 Kelly Capital 4510 Executive Dr., Plaza 5 San Diego, California 91911 Reference: Subject: Carlsbad Lot 18, Faraday Av_e., Carlsbad, California. Verification of Special Inspection Ladies/Gentlemen: SCS&T 9812196 Report No. 7 Special Inspections of Epoxy Anchors, Welding, Roof Nailing, and Reinforced Concrete were performed at the referenced project by Inspectors employed by Southern California Soil & Testing, Inc. as detailed in Special Inspection Reports No. 1 through 13. To the best of my knowledge, the work requiring special inspection was performed in conformance with the approved plans and specifications, and the applicable workmanship provisions of the Uniform Building Code. We appreciate the opportunity to provide our Special Inspection services. Respectfully submitted, SOUTHERN CAL RNIA SOIL & TESTING, INC. George A. Gavit, R.C.E. #56564 GAG:nlw cc: (1) Kelly Capital (1) Roel Construction (1) City of Carlsbad, Attn. Tim Phillips . :, .....--------------~----------------------------. 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 December 29, 1998 City of Carlsbad 2075 Las Palmas Drive Carlsbad, California 92009 Attention: Project: Reference: Dear Mr. Phillips: Mr. Tim Phillips Carlsbad, LotJ.8, Faraday Ave., Cadsbad, CA Low Break Report(s) SCS&T 9812196 Per our discussion we are providing this letter to clarify the report of apparent low concrete compressive strength .for concrete·samples set (8839 --8842) fabricated on August 6, 1998 at the Lot 18 project. Apparently, the specified design strength of the mix design (4000 psi) was eroneously reported as the minimum 28 day compressive strength of the concrete tilt-up panel_ It should be noted that the test results indicate compliance with the design requirement of3000 psi at 28 days of age. We apologize for any inconvenience this may have caused. Should you have any questions, please contact me. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. George A. Gavit, R.C.E. #56564 GAG:GTW:gtw cc: (1) Roel Construction; Attn. -Pete Hunter. -· \ f J.l..1-. 11l1,..' ..... ~-._.i 'J•w'• _. ~· ,_,,__. "-o..J 1..-'w ;.,1..' .., '• ~'-' • ._., •~ J.~•- CONSTRUCTION TES1TING & ENGINEERING, INC . .-w ........ -.. ~ 1weeMTrtn NOii~ .... ,.. WWW - ~AN D1EGO, CA IUVERSfDE, CA VENTtlt.\, 0, l''RACY, CA UNOISTErt, U 24 I 4 Yint!yirr, AV~. 4~11 F.. Ptinreland Ct 1(;.l5 Puiiir. Ave. '}92 W. Larch lld. 42156 llllhSL W. S11i1et: Sul~7 Suiti: !OS S~lte 19 Uitil K f.'i(.1Jndl~11, C,\ 9l029 C'mm:i, CA 91119 Oxm!J'd, Cl\ 9.'l033 'rracy. CA 9H?6 Lwmll'r, f.A ~:WH (711;i) 7-i6-19Si (9(~)} 3J 1-1890 {MS) 4l!l,-f.,475 (209) 839-l690 (1m;J 726-9676 (7611) 7i(t98;)6 FA.\ (r.19l .m-2168 r.o, (ROS) 48(•4016 r .... ~ (209) 8:\9-2H95 P.U (WlS) 72(,9E,76 tA.\ ENGlNEERlNG, INC. June 'l 8, l 998 CTE Job No. l 0-2023 Bob Oostra , -...,,-7-·---, · · ---.. ---~1·1 , ~ . • ) ,.,.(>11.,fA... nv. Roel Construction ----,, Telephone: 760/603-0744 Via facsimile: 760/603-0747 Subject: Pootings E:{cavation Inspection of Perimeter and Interior Footings Proposed Carlsbad II P .l :p. Development Lot l 8 of Carlsbad Tract -:--.ro. 74-2.J Carisbad, Califomia Dear Mr, Oostra: At your request, a geologist from Construction Testing and Engineering, fnc. (HCTE") performed footir,g excavat1cm inspections at th,::: referenced site on June 15 and l 8, 1998. We made: the following observat1on.s during our inspection of the: excavations. fP Excavations were dimensioned (width and depth) according to reviewed project plans. e . Soil. materials exposed in the footing excavation appeared to consist ge11erally of densely compacted fill materials (as anticipated from our previous work at this site). • Soil materials exposed at the base of the footing excavations were detem1ined to be moderately to stro11gly resistant to probing. Tirus indic.ating adequate capac1ty exists to support the propo1,ed structure. • Soil materials exposed at the base of footing excavations were observed to be low to moderawty expansive in nature an.d ure app.a:.-entty suitable for the proposed construction. Our recommendations are us follows: • Remove loose slough before placing concrete. • Moisten the base of the footings before placing concrete in the excavations. Should you have any questions about this submittal please do not hesitate to contact this office at your convenience, Respectfully Submitted,· ~(l--- athan Goodmacher1 RG#6143 istered Geologist C;\rROJ ECTS\ I 0,2()2 J\L rr02_f'om in~s 1nspe-~11an.doc ...... ,.a --------·-·---"·----·----------------------------------GEOTECHNICAL AN}} CONSTRUCTION ENGlNEERiNG TES1'ING AND INSPECTION :~ . ,.: -.;. STAT~NT · WHITE AND BRIGHT A PROF'BSSIONAL CORPORA'l'ION . ATTORNEYS AT·LAW 3SS WEST GRAND AVBNTJB l!SOONDIDO, CA~ (619) -u'i;µio A Finance Cbaree of lS per month (annual perceniar,e ra1e ot12*)-wlll be added.to the balarice.30 ciays aller·lhe statement dale • • Pµ'!ASB INCLUDB Ac;coUNrNUMBHR wmt RBMl'ITANCB . J .. 12-29-98 ROWA.~ JNCORPORATED, dba PAUL'S ELECTRIC 1291 E. VISTA WAY, #176 VISTA, CA 92084 cal lie. 746837 ph (760) 941-9737 fax (760) 941-4658 MEMO To: CTTY OF CART.SBJ\D-BUTLDTNG INSPECTION 2075 T.J\S PALMJ\S CARLSR/\D, CJ\ /\ttn: TTiv1 PHTI .LTPS From: Paul Rowan RE: Lot 18-Cadsbad 2765 Loker /\ve, West MESSAGE: As a matter of information, this shall serve as certification that all bussing in the Main Switch Board at the referenced project has been torqued to the manufacturer's specifications. P/\ULROW/\N ·PAUL'S ELEC'TRTC' cc: PF.TE HUNTER, Roel Const. DEC. 30. 1998 9: 42AM CTS ESCONDIDO NO. 0240 P. 1/1 CoNSTRUCTION ThsTING & ENGINEERING, INC~ SAN DIEGO, CA • 2414 Vineyard Ave. Suite G F.scondido, CA 92029 (76o) 746-4955 ENGINEERING, INC. (760) 746-9so6 FAX December 29, 1998 Mr. Tim Phillips RIVER.SIDE, CA 490 ll. Princeland Ct Suite 7 Corona, CA 91719 (909) 371-1890 (909) 371-2168 f,\X VliN11JRA,CA 1645 Pacific Ave. Suite 105 Oxnard, CA 93033 (805) 486-0475 (805) 486-9016 FAX TRACY, CA LANCASTER, CA 392 W. Larch Rd. 42156 !0th St W. Suite 19 Unit K Tracy, CA 95376 Lancaster, CA 93534 (209) 839-2890 (805) 726-9676 (209) 839-2895 FAX (805) 726-9676 FAX CTE Job No. 10-2023 City of Carlsbad Carlsbad, CA Via Facsimile: 760/438-0894 Subject: Mr. Phillips: Completion of Compaction Testing Proposed Carlsbad [I P.I.P. Development Lot 18 of Carlsbad Tract No. 74-21 Carlsbad, California Permit No. 98-72728 We have completed compaction testing for the referenced project. All tests to date met the project specifications. Should you have any questions or need further infonnation please do not hesitate to contact this office. Respectfully submitted, · CONSTRUCTIOI\ TESTI~G & ENGlNEER[NG, INC. a~ I' \}_ ~-'Bailard. 0~73 , Jbnathan Goodrnacher, RG #6143 Geotechnical Engineering \.tanager ( Sfnior Geologist cc: Pete Hunter, Ro el Construction, via facsimile:\1!1297-5208 GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION DCC-29-9B 16·18 FROM,SO CAL Su L IES1INL . SC ·T SOUTHERN C AllfORNlA SOIL&. TESTING, lNC. . -_.: ~ 6180 Rivertble Strcc,t, San bie&o, C: A 921 lO P.O. Bw. 600617, Sin Dicto. (A 92160--0627 1>19-~&0·4321. FAX 6l9-21111-4717 December .2.9, L 99g City of C-arlsbad 2075 Las Palmas Drive Carlsb~, California 92009 Attention: Project: Reference: Dear Mr. Hunter; Mr. Peter B. Hunter Carlsbad, Lot 18, Faraday Ave., Carlsbad, CA Low Break Repot1(s) SCS&T 9&12196 Per our discussion we are pro\llding this letter to clarify the report of apparent low concrete compressive strength for concrc:te samples set (8839 -884:Z) fabricated on August 6, 199& it the Lot J8 projea. Apparently, the specified d~sign s1rtmg1h of tha trtix dt!slgn (4000 psi) was eronc:ously reported as J.he minimum 28 day compressive strength of the CQncretc tilt-up panel. lt should be noted that the test results indic.ate compliance with the design ~uirement of3000 psi at 28 days of age. We apologize for any inconvenience chis may have caused. Should you have any quc.:stions, please contact me. Respectfully subnurted, SOtTTHERN CALIFORNIA SOIL & TeSTlNG. INC. Gcorse A. Gavit, R.C.E. #56564 · GAG:OTW:gtw .. _ .... .,,.. ' -- \ Oec-..::,U-!::fo u/. ~.1. n.'-JL-L "-'~,-.~ 1 ..... .,, DEC-29-9B 16·19 FROM,SO CAL SOIL TESTING SOTJTHERN CALIFORNIA SOIL & TF,STING, INC. f>'.].80 Riverdale Strei:t, S111 Diego, CA 92 I 20 i P.O. Bux 600627, San Diego. CA 92160--0627 /;f9-280-4HI. FAX 619-28il-47l7 Deccm!xr 29, 199K City of Carlsbad ·2075 Las Palmas Drive Carlsbad, California 92009 Attention: Mr. Peter B. Hunter ... 1D,6192004321 Project; Reference: Carlsbad, Lot 18, Faraday Ave., Carlsbad, CA Low Break Repo11(s) . Dear Mr. Hunter; PACE SCS&T 9812196 Per our discussio11 we a.re providing this letter to clarify the report of apparent low concrete compressive strength for concrete samples set (8839 -8842) fabricated on August 6, 1998 it the Lot 18 project. Apparcntly, the specified d~sign smmg1h of the mt:r design (4000 psi) was eroneously reported as the minimum 28 day compressive strength of the concrett; tilt-up panel. It should be noted th.it the test results indicate compliance with the dr;;sign requirement of 3000 psi at 18 days of age. We apologize for any inconvenience this may have caused. Should you have any questions, please contact me. Respectfully subntirted, SOUTHERN CALIFORNIA SOlL & TESTrNG. INC. George: A. Gavit, R.C.E. #56564 GAG:OTW:gtw cc: ( l) Roel Construction -"""41 . - \, LJeC-..::iu-:::,o V/. --+u r..ULL.. <-,Ut'ill-..1 I :r, ... - C>E•: 2 ·., ,·, 8 (i\lF I ~ l ~ l 12-29-98 .. HO\VA..'1 JNCORPORATED, dl);l PAUL'S ELECTRIC 1291 E. VlSTA WAY.#176 VlST /\, CA 92084 ~:jll lic. 7-l68J7 ph (7.60> ~J-H-9737 fa A (7 6fl) 1)41-~65~ MF:l\10 To: CITY (lf C" J\Rt-~RAD · 01 Jll .DJNGi INSf'FCT!ON Z(J75J.p.,<; P,\~MA~ C'/\R.Uifs1\D. r.:A Attn TfM PlTTI..UI'~ F-rom: Paul Rc,wan RE: Loi lS-Cadsbau · 1765 Lol-..r /\ve, We.!\! MESSAG£: j' ... ,:. ... · As ~i matter of 111fonnation. this shall se.r\ e as certiflca1ion that all blissing in the Main Switch Board at the referenced projec.t h.:s be~n torqued to the manufacLurer's ~pt.ci!icauons. PAtll.. RO>W/\H PA l Jli.:' ~ J,.J .E.CTRlC c.:. Pf.TE Hl it-JTT.R Rod C-<111~1 \, '' . \ Oc~ 13 98 03;27p KLT ENGINEERS FRANCIS LO 949 263 1310 ;:,uo--oo J. -,uu, p. 0:;; ..• I I I '·-) ~:( .-. I I I -I l,_)· { -....::.. ------------,--·-·- ~ (} '' ¼ ~ i '\ . ... .. ' . .. , ........... · .... ···:-.: .. -._ ......... ,_. -·· .. -.-· ... · ..... -:-·"' .. -~ ...... -.~\·---: .... :t.~·-;-· .... . ... . . ~ 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 September 16, 1998 Kelly Capital 4510 Executive Dr., Plaza 5 -San Diego, CA 91911 Reference: Carlsbad Lot 18, 2765 Loker Ave., Carlsbad, CA SCS&T 9812196 Report No. 4 Subject: Report of Apparent Low Concrete Compressive Strength Test Results Ladies/ Gentlemen: Please find attached compressive strength test results (sets 9208-9212) for concrete test samples fabricated on August 12, 1998 during the construction of the subject project. Note that the specified 28-day compressive strength of 4,500 psi was not attained. It should be noted that the 1994 Uniform Building Code in Section 1905.6.2.3 classifies concrete test strengths as acceptable if: a) the average of all sets of three consecutive strength tests equal or exceed f c; and, b) · ·no individual strength test (average of two samples) falls below f c by more than 500 psi We have reviewed the test results from this project and find that the subject test results do not comply with these requirements. We recommend that the design engineer evaluate whether further testing of the in-situ concrete should be scheduled. If you should have any further questions, please contact me. Respectfully Submitted, Southern California so· & Testing, Inc. George A. Gavit, R.C.E. #56564 GAG:clb cc: (1) Kelly Capital (1) ~oel Construction ( 1) City of Carlsbad 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: 9812196 Lot#18 2765 Loker Avenue West Hp J KLT Roel Construction Location In Structure: Material Supplier: Panel 13 at 3' from top and 4' from left edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 12-A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 70 Slump, Inches: 6 601 ON 9208 08-12-98 08-13-98 08-17-98 6.00 28.27 79,250 2,800 5 Ticket Number: 721280 Samples Tested By: NH 9209 9210 09-09-98 09-10-98 120,250 123,250 4,250 4,360 28 29 Required 28 Day Strength, psi 4,500 Unit Weight, pcf Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 9211 9212 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 implied. Distribution: ( 1) Kelly Capital (1) Roel Construction Co. (1) City of.Carlsbad (1) Nelson & Sloan 08-12 9/15198 Reviewed By: George Gavit, RCE #56564 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 September 2, 1998 Kelly Capital 4510 Executive Dr., Plaza 5 San Diego, CA 91911 Reference: Carlsbad Lot 18, 2765 Loker Ave., Carlsbad, CA SCS&T 9812196 Report No. 2 Subject: Report of Apparent Low Concrete Compressive Strength Test Results Ladies / Gentlemen: Please find attached compressive strength test results (sets 8697-8700 and 8701-8704) for concrete test samples fabricated on August 4, 1998 during the construction of the subject project. Note that the specified 28-day compressive strength of 4,500 psi was not attained. It should be noted that the 1994 Uniform Building Code in Section 1905.6.2.3 classifies concrete test strengths as acceptable if: . a) the. average of all sets of three consecutive strength tests equal or exceed f' c; and, b) no .indivi9ual strength test (average of two samples) falls below f'c by more than 500 psi We have reviewed the test results from this project and find that the subject test results do not comply with these requirements. We recommend that the design engineer evaluate whether further testing of the in-situ concrete should be scheduled. If you should have any further questions, please contact me. Respectfully Submitted, Sout~oil & Testing, Inc. George A. Gavit, R. C.E. #56564 GAG:clb cc: (1) Kelly Capital (1) Roel Construct~on (1) .City of Carlsbad ii 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: 9812196 Lot#18 2765 Loker Avenue West H PJ KLT Roel Construction Location In Structure: Material Supplier: Panel 40 at 4' from bottom and 15' from right edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 4-A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 30 327 ON 8697 08-04-98 08-05-98 08-11-98 6.00 28.27 87,500 3,100 7 Required 28 Day Strength, psi 4,500 Unit Weight, pcf Slump, Inches: 6-1/4 Ticket Number: 719283 Samples Tested By: NH 8698 8699 09-01-98 09-01-98 117,250 119,500 4,150 4,230 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8700 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 08-04a 912198 Reviewed By: :;ff/ George Gavit, RCE #56564 ,·~ SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6480 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: 9812196 Lot#18 2765 Loker Avenue West H PJ KLT Roel Construction Location In Structure: Material Supplier: Panel 47 at 15' from bottom and 3' from right edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 4-8 Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 35 343 ON 8701 08-04-98 08-05-98 08-11-98 6.00 28.27 89,750 3,170 7 Required 28 Day Strength, psi . 4,500 Unit Weight, pcf Slump, Inches: 3-314 Ticket Number: 719347 Samples Tested By: NH 8702 8703 09-01-98 09-01-98 - 121,250 123,000 4,290 4,350 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8704 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 08-04b 912198 Reviewed By: George Gavit, RCE #56564 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 September 30, 1998 Kelly Capital 4510 Executive Dr., Plaza 5 San Diego, CA 91911 Reference: Carlsbad Lot 18, 2765 Loker Ave., Carlsbad, CA SCS&T 9812196 Report No. 3(R-1) Subject: Report of Apparent Low Concrete Compressive Strength Test Results Ladies / Gentlemen: Please find attached compressive strength test results (set 8839-8842) for concrete test samples fabricated on August 6, 1998 during the construction of the subject project. Note that the specified 28-day compressive strength of 4,000 psi was not attained. It should be noted that the 1994 Uniform Building Code in Section 1905.6.2.3 classifies concrete test strengths as acceptable if: a) the average of all sets of three consecutive strength tests equal or exceed f'c; and, b) no individual strength test (average of two samples) falls below f'c by more than 500 psi We have reviewed the test results from this project and find that the subject test results do not comply with these requirements. We recommend that the design engineer evaluate whether further testing of the in-situ concrete should be scheduled. If you should have any further questions, please contact me. Respectfully Submitted, Southern Californi~ Soil & Testing, Inc. George A. Gavit, R.C.E. #56564 GAG:cjm cc: (1) Kelly Capital (1) Roel Construction (1) City of Carlsbad 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: 9812196 Lot#18 2765 Loker Avenue West Hp J KLT Roel Construction Location In Structure: Material Supplier: Panel 19 1 O' from top and 1 O' from left edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 6-A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 65 353 DN 8839 08-06-98 08-07-98 08-13-98 6.00 28.27 93,000 3,290 7 Required 28 Day Strength, psi 4,000 Unit Weight, pcf Slump, Inches: 4:.114 Ticket Number: 719946 Samples Tested By: NH 8840 8841 09-03-98 09-03-98 105,250 107,750 3,720 3,810 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8842 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. ( 1) City of Carlsbad (1) Nelson & Sloan 08-06.doc 9128/98 Reviewed By: 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: 9812196 Lot #18 2765 Loker Avenue West 'i=i""P'-J~::_ .. -~ -:-·:·:----;, Permit No: 97-2728 Engineer: KLT Plan File No: C.::-::-:--:-::;., Contractor: Roel Construction Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: · Samples Fabricated By: Laboratory Number: Mark: 30-8 Date Made: Date Received Date Tested Diameter, lnche$ Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Panel 40 at 20' from top and 15' from right edge Nelson & Sloan 1345 WRDA64/Air 30 610 DN 8401 07-30-98 07-31-98 08-06-98 6.00 28.27 84,000 2,970 7 Slump, Inches: 6 Ticket Number: 718206 Samples Tested By: NH 8402 8403 08-27-98 08-27-98 118,500 118,500 4,190 4,190 28 28 Required 28 Day Strength, psi 3,500 Unit Weight, pcf . CC Temp: Air Temp: Air Content: 8404 09-24-98 127,250 4,500 56 Specimen sampling, transportation and compressive strength testing were perfonned by this agency in accordance with the applicable ASTM standards. This agency makes no other waffanties express or implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-30b.doc 12/18198 Reviewed By: George Gavit, RCE #56564 0 0 % SOUTHERN CALIFORNIA Soa AND TESTING, INC. 6280 RIVERDALE SJREET, 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: 9812196 Lot #18 2765 Loker Avenue West H PJ KLT Roel Construction Location In Structure: Material Supplier: Panel 13 at 3' from top and 4' from left_ edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 12-A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 70 601 DN 9208 08-12-98 08-13-98 08-17-98 6.00 28.27 79,250 2,800 5 Required 28 Day Strength, psi 3,500 Unit Weight, pct Slump, Inches: 6 Ticket Number: 721280 Samples Tested By: NH 9209 9210 09-09-98 09-10-98 120,250 123,250 4,250 4,360 28 29 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 9211 9212 10-07-98 10-07-98 140,250 141,250 4,960 5,000 56 56 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 08-12.doc 12/16198 Reviewed By: 0 0 % 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: 9812196 Lot #18 2765 Loker Avenue West H PJ KLT Roel Construction Location In Structure: Material Supplier: Panel 28 at 3' from top an 1 0' from rig~t edge Nelson & Sloan Mix Designation: Admixture{s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 30-A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1-345 WRDA64/Air 55 318 DN 8397 07-30-98 07-31-98 08-06-98 6.00 28.27 87,750 3,100 7 Required 28 Day Strength, psi 4,000 Unit Weight, pcf Slump, Inches: 5-1 /2 Ticket Number: 718087 Samples Tested By: NH 8398 8399 08-27-98 08-27-98 121,500 118,500 4,300 4,190 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8400 09-24-98 128,750 4,550 56 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-30a.doc 12/16198 Reviewed By: George 0 0 % SOUTHERN CALIFORNIA Son, AND TESTING, INC. 6280 RlVERDALE 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: 9812196 Lot #18 2765 Loker Avenue West H PJ KLT Roel Construction Location In Structure: Material Supplier: Panel 47 at 15' from bottom and 3' frOIJl right edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 4-B Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA 64/Air 35 343 DN 8701 08-04-98 08-05-98 08-11-98 6.00 28.27 89,750 3,170 7 Required 28 Day Strength, psi 4,000 Unit Weight, pcf $/ump, Inches: 3-3/4 Ticket Number: 719347 Samples Tested By: NH 8702 8703 09-01-98 09-01-98 121,250 123,000 4,290 4,3-50 28 28 Permit No: 97-2728 Plan File No: cc Temp: Air Temp: Air Content: 8704 09-30-98 130,250 4,610 57 Specimen sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM standards. This agency makes rio other warranties express or implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 0B-04b.doc 12116/98 Revi~;; George Gavit, RCE #56564 0 0 % 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: 9812196 Lot #18 2765 Loker Avenue West H PJ KLT Roel Construction Location In Structure: Material Supplier: Panel 19 1 O' from top and 1 0' from left_ edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 6-A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 65 353 ON 8839 08-06-98 08-07-98 08-13-98 6.00 28.27 93,000 3,290 7 Required 28 Day Strength, psi 4,000 Unit Weight, pcf Slump, Inches: 4-1 /4 Ticket Number: 719946 Samples Tested By: NH 8840 8841 09-03-98 09-03-98 105,250 107,750 3,720 3,810 28 28 Permit No: 97-2728 Plan File No: cc Temp: Air Temp: Air Content: 8842 Specimen sampling, transportation and compressive strength testing were perfonned by this agency in accordance with the applicable ASTM standards. This agency makes no other waffanties express or implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City .of Carlsbad (1) Nelson & Sloan 08-06.doc 12116/98 Reviewed By: George 0 0 % 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: 9812196 Lot #18 2765 Loker Avenue West H PJ KLT Roel Construction Location In Structure: Material Supplier: Panel 50 at 1 0' from left edge and 4' fr~m bottom Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 28-B Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA 64/Air 40 334 DN 8267 07-28-98 07-29-98 08-04-98 6.00 28.27 79,500 2,810 7 Required 28 Day Strength, psi 4,000 Unit Weight, pcf Slump, Inches: 5-1/4 Ticket Number: 717403 Samples Tested By: NH 8268 8269 08-25-98 08-25-98 127,000 129,250 4,490 4,570 28 28 Permit No: 97-2728 Plan File No: cc Temp: Air Temp: Air Content: 8270 09-24-98 134,750 4,770 58 Specimen sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM standards. This agency makes no other waffanties express or implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-2Bb.doc 12/16198 Reviewed By: George Gavit, RCE #56564 0 0 % 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: 9812196 Lot #18 2765 Loker Avenue West H P.J KLT Roel Construction Location In StrLJcture: Material Supplier: Panel 7 at 1 O' from top and 4' from rig~t edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 28-A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 364 DN 8263 07-28-98 07-29-98 08-04-98 6.00 28.27 77,000 2,720 7 Required 28 Day Strength, psi 3,500 Unit Weight, pcf Slump, Inches: 6 Ticket Number: 717370 Samples Tested By: NH 8264 8265 08-25-98 08-25-98 119,250 117,750 4,220 4,170 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8266 09-24-98 129,750 4,590 58 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-2Ba.doc 12116/98 Reviewed By: George Gavit, RCE #56564 0 0 % 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: 9812196 Lot#18 2765 Loker Avenue W£?st H PJ KLT Roel Construction Location In Structure: Material Supplier: Panel 46 at 4' from bottom and 15' from-right edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 4-A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 30 327 ON 8697 08-04-98 08-05-98 08-11-98 6.00 28.27 87,500 3,100 7 Required 28 Day Strength, psi 4,000 Unit Weight, pcf Slump, Inches: 6-1/4 Ticket Number: 719283 Samples Tested By: NH 8698 8699 09-01-98 09-01-98 117,250 119,500 4,150 4,230 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8700 09-30-98 128,250 4,540 57 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 implied. Distribution: ( 1) Kelly Capital (1) Roel Construction Co. ( 1) City of Carlsbad (1) Nelson & Sloan 08-04a.doc 12117/98 Reviewed By: 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: 9812196 Lot#18 2765 Loker Avenue West Hp J KLT Roel Construction Location In Structure: Material Supplier: Column diamonds at K-6 Nelson & Sloan Mix Designation: 89-145 Admixture(s): WRDA64 Time In Mixer (Minutes): 127 Truck Number: 306 Samples Fabricated By: GP Laboratory Number: 0828 Mark: 1,2,3 Date Made: 09-10-98 Date Received 09-11-98 Date Tested 09-17-98 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, Pounds 97,500 Compressive Strength, psi 3,450 Age Tested, Days 7 Required 28 Day Strength, psi 4,000 Unit Weight, pcf Slump, Inches: 4 Ticket Number: Samples Tested By: NH 0829 0830 10-08-98 Discard .. , .. 128,000 4,530 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: R ECEJVI ~D '' .. ... I CT 2 6 199 J DEVE LOPMENT SERV CES i=fELD DIVISION 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 09-10.doc 10/11/98 Reviewed By: 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: 9812196 Lot#18 Architect: 2765 Loker Avenue West H PJ Permit No: 97-2728 Engineer: KLT Contractor: Roel Construction Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 1,2,3 Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Pour strip at L-14 Nelson & Sloan ·1345 WRDA64 48 Slump, Inches: 5 401 Ticket Number: 726789 GP Samples Tested By: NH 0424 0425 0426 09-02-98 09-03-98 09-09-98 09-30-98 10-02-98 6.00 28.27 106,000 144,250 151,500 3,750 5,100 5,360 7 28 30 Required 28 Day Strength, psi 4,500 Unit Weight, pcf Plan File No: CC Temp: Air Temp: Air Content: - RI ~CEIVE D ( CT 2 6 199 DEVE OPMENTSERV CES IELD DIVISION 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 09-02.doc 10/14/98 Reviewed By: 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: 9812196 Lot#18 2765 Loker Avenue West H PJ KLT Roel Construction Location In Structure:· Material Supplier: Panel 13 at 3' from top and 4' from left edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 12-A Date Made: Date Received Date Tested Diameter, tnche~ Area, Square Inches Maximum Load,-Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 70 601 ON 9208 08-12-98 08-13-98 08-17-98 6.00 28.27 79,250 2,800 5 Required 28 Day Strength, psi 4,500 Unit Weight, pcf Slump, Inches: 6 Ticket Number: 721280 Samples Tested By: NH 9209 9210 09-09-98 09-10-98 120,250 123,250 4,250 4,360 28 29 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 9211 9212 10-07-98 10-07-98 140,250 141,250 4,960 5,000 56 56 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 implied. Distribution: (1) Kel_ly Capital (1) Roel Construction Co. (1") City of Carlsbad (1) Nelson & Sloan 08-12.doc 10119/98 Reviewed By: George Gavit, RCE #56564 ,' 1P SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, P.O. Box 600627, San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECT TITLE: PROJECT LOCATION: ARCHITECT: GEN. CONTRACTOR: G. Pitonyak S.D. #255 Level II 9/08/98 9/09/98 9/10/98 9/11 /98 DISTRIBUTION: ( 1 l Kelly Capital Carlsbad Lot 18 Faraday Ave., Carlsbad Himes Peters Jepson Roel REINFORCED CONCRETE WELDING Structural Steel: ASTM A36 Tube Steel: A500, Grade B SCS&T .FILE NO: PERMIT NO: ENGINEER: SUBCONTRACTOR: Electrodes: E7018 (L.H.) 1/8" Diameter and 5/32" Diameter Time Arrived: 0630 Time Departed: 1500 9812196 972728 KL T Consulting S.A.W. Received the Engineer's approval for the following field conditions: LR.NO: 10(Pg 1 of 2) PLAN FILE NO: 1. Reference Special Inspection Report dated 8/26/98: (3/8") Stiffener plates welded to joist girder and/or purlin seats acceptable as reported. 2. Reference Special Inspection Report dated 8/27/98: Mezzanine braced frame welding at Line 12 from J to K, acceptable. 3. Recessed connection plates at girder to girder connections acceptable, reference detail 2/SD3. The welding completed today at the roof elevation, (TS) 2 1/2" x over purlins to embed plate at Line C from 7. 75 to 10, and in progress at Line P from 1 to 4, per 20/SD4 and 16 and 17 /SD5. Reference Special Inspection Report dated 9/02/98: Chord bar connections to 3/8" triangular plate made with plate extension (5/8" x 4" x 12") at pilasters in panels 12 and 26, per RFI #45. The welding is in progress at the roof elevation. (TS) 8 x 2 x 3/8" over purlins to embed plates at Line P and B from 1 to 4, per 20/S4 and 16 and 17 /S5. Verified column diamonds clean and ready for concrete. Verified mix design #89-145 was approved. Ad mixture used #WRDA 64. Observed placement of approximately 5 to 6 cubic yards of concrete at the following column diamond locations: J-12, Line 8 at F, H & K, Line 7 at C, E, G, K and M Lines 2, 3, 4 and 6 at C, E, G, Kand M. Fabricated three concrete compression test cylinders from column diamond located at K-6 and took slump test which equaled 4". The placement of concrete by tailgating and consolidated by mechanical vibration. The welding of (TS) 8 x over purlins completed at Line B from 1 to 3, reference details 20/S4 and 16 and 17 /S5. Continued inspection of the following field welding at the roof elevation: (TS) 8 x over purlins completed at Line B from 3 to 4 and Line P from 1 to 4, reference details 20/S4 and 16 & 17 /S5. Drag plate (7/8" x 7 x 12) welded in vertical position from girder to embed plate at M-8, per 13/SD4. Drag plate (7/8" x 4 112· x 12) welded in flat position from purlin to embed plate (weld is 5/16", flat and overhead to embed and flat both sides of plate to purlin), in lieu of welding plate in vertical position, reference detail 20/SD4, pending approval. (1 l Roel Construction (1) City of Carlsbad REVIEWED BY: George A. Gavit, R.C.E. # 56564 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, P.O. Box 600627, San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECT TITLE: PROJECT LOCATION: ARCHITECT: GEN. CONTRACTOR: G. Pitonyak S.D. #255 Level II 9/12/98 DISTRIBUTION: (1) Kelly Capital Carlsbad Lot 1 8 Faraday Ave., Carlsbad Himes Peters Jepson Roel REINFORCED CONCRETE WELDING Structural Steel: ASTM A36 Tube Steel: A500, Grade B SCS&T FILE NO: PERMIT NO: ENGINEER: SUBCONTRACTOR: Electrodes: E7018 (L.H.) 1/8" Diameter and 5/32" Diameter 9812196 972728 KL T Consulting S.A.W. I.R.NO: 10(Pg 2 of 2) PLAN FILE NO: Continued inspection of the following field welding at roof elevation: Braces from purlins to girders fit and welded from Grid Lines A to Q, 1 to 8 (excluding locations at two bays at Line F from 7 to 8). Reference detail 6/SD3. Braces fillet welded to steel beams at Line 8 from C to M, per 16/SD4. Also, drag plate (7/8" x) welded in flat position from purlin to embed plate, 5/16" x flat and overhead to embed plate with overhead weld completed today and flat weld both sides of plate to purlin, in lieu of welding plate in vertical position, pending approval. (1) Roel Construction ( 1 ) City of Carlsbad REVIEWED BY: George A. Gavit, R.C.E. # 56564 ~ SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, P.O. Box 600627, San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECT TITLE: PROJECT LOCATION: ARCIDTECT: GEN. CONTRACTOR: 10/09/98 S. DeMars #356 DISTRIBUTION: (1) Kelly Capital Carlsbad Lot 1 8 Faraday Ave., -Carlsbad Himes Peters Jepson Roel EPOXY ANCHORS Reinforcing Steel: ASTM A 165, Grade 60 Epoxy: Simpson SET SCS&T FILE NO: PERMITNO: ENGINEER: SUBCONTRACTOR: 9812196 972728 KL T Consulting I.R.NO: PLAN FILENO: Time Arrived: 1500 Time Departed: 1600 13(Pg 1 of 1) Observed the epoxy of reinforcing steel embeded into the tilt-up Panel 5", shown on RFI #56, Sheet 56.1 for return panel fix at Gridline 7 .1 /Band H/13.2 and M/10.6. Inspected the reinforcing steel placement for light pole footing, per Detail RFI #52, dated 9/28/98, nine total. (1) Roel Construction (1) City of Carlsbad REVIEWED BY: George A. Gavit, R.C.E. # 56564 ~p SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, P.O. Box 600627, San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECT TITLE: PROJECT LOCATION: ARCHITECT: GEN. CONTRACTOR: 9/29/98 G. Pitonyak S.D. #255 Level II DISTRIBUTION: ( 1 ) Kelly Capital Carlsbad !_ot 1 8 Faraday Ave., Carlsbad Himes Peters Jepson Roel WELDING Structural Steel: ASTM A36 Electrodes: E7018 1/8" Diameter SCS&T FILE NO: PERMIT NO: ENGINEER: SUBCONTRACTOR: 9812196 972728 KL T Consulting S.A.W. I.R.NO: 12(Pg 1 of 1) PLAN FILE NO: Verified the following: Installation of stabilizer plates with 1/2" diameter x 5 112· redhead anchors at grid coordinates, H-1 and K-14, per 1/SD3. Additional weld added at drag plates off purlin or girders to embed connections at coordinates, B-4, D-10 and E-11, as per RFI #44R (all other similar connections have specified amount of weld, per RFI #44R or are welded, per plan/reference detail 12/S04. (1) Roel Construction (1) City of Carlsbad REVIEWED BY: --==JI ift1 George A. Gavit, R.C.E. # 56564 [' Ir-,, . ·~ SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, P.O. Box 600627, San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECT TITLE: PROJECT LOCATION: ARCHITECT: GEN. CONTRACTOR: G. Pitonyak S.D. #255 Level II 8/24/98 8/25/98 8/26/98 G. Pitonyak S.D. #255 Level II DISTRIBUTION: { 1 ) Kelly Capital Carlsbad Lot 1 8 Faraday Ave., Carlsbad Himes Peters Jepson Roel WELDING Structural Steel: ASTM A36 Electrodes: NR232 .068 Diameter SCS&T FILE NO: PERMIT NO: 9812196 972728 ENGINEER: KL T Consulting I.RNO: 8 {Pg 1 of 2) PLAN FILE NO: SUBCONTRACTOR: Gary's Welding/SAW/J.D. Const./Whitmore Certified Welder: Richard Everding & Carly LeGlasgow, Eddie Chavez #95-0518 Tsl FCAW 3G. Concrete: Design #1345, Admixture #WRDA64 Reinforcing Steel: A615, Grade 60 Provided inspection of the following field welding: Roof elevation, chord bar connections 4 #S's {A706) at Panels 31 to 32, 32 to 33, per 16/SD1. Corner connections at Panels 34 to 35, per 12 and 20/SD4, splice joint at ledger angle, Panels 36 through 41, per 10/SD3, corner connection at Panel 35 to 36 and 40 to 41, per 13/SD1. Girder seats to Panels, 36 through 41 completed, per 15/SD3. Erection and assembly of girders in progress from Grid Lines A to M; 1 to 7. Arrived on site, as scheduled at 0600. Witnessed that the City of Carlsbad Building Inspector had visited and inspected reinforcing steel at the pour strip and approved area to be poured today. Observed the placement of approximately 60 cubic yards of concrete at the following pour strip locations: Line A from 1 to 5, Line 1 from A to Q, Line Q from 1 to 5. Line P from 5 to 7.5. Line 5 from A to 8 and Line B from 5 to 6.5. Fabricated three concrete compressive test cylinders and took a slump test, which equaled 4" from the pour strip at F. 7 5-1 . Concrete placement was performed by tailgating and consolidated with a mechanical vibrator. Concrete placement practices appeared acceptable and in conformance with ACI 318. Continued inspection of the following field welding: joist girder seats removed. Re-fit and welded at correct elevation at Panels 30 to 31 and 33 to 34, per 7 /SD3 and fit and welded to Panels 16, 1 7, 19, 20 and 34, per 12 and 20/SD4. Chord bar connections completed at Panels 29, 30, 31, 18, 19, 11, 12 and 13, per 16/SD1. Corner connections Panels 17 to 18 and 20 to 21, per 11 /SD 1. Ledger angle splices completed at Line 14 from G to Land Line B from 7 .5 to 8.5, per 10/SD3. WELDING Structural Steel: ASTM A36 Electrodes: Joists E71 T-11, 5/64n Diameter {Str'I) E71 T-8 .068 Diameter Provided inspection of the following field welding: {Gary's Welding) at roof elevation, corner connections from Panels 51 to 1, 15 to 16, 14 to 15, 13 to 14, 6 to 7, per 10 and 11 /SD 1 and 13/SD 1. Ledger angle splices at Line 1 from A to Mand Line A from 1 to 5, per 10/SD3 and RFI 07. Joist girder seats to Panels 1 through 6, per 7/SD3. {S.A.W.) -knife plate to joist girder at Kand 6, per 2/SD3, drag plates 1w x to top of joist purlins at Line K from 1 to 5, per 3/SD3. Bearing plate to top of pilaster for girder connection at H-1 and K-14, per 12/SD3. (1) Roel Construction (1) City of Carlsbad REVIEWED BY: George A. Gavit, R.C.E. # 56564 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, P.O. Box (l00627, San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECT TITLE: PROJECT LOCATION: ARCHITECT: GEN. CONTRACTOR: G. Pitonyak S.D. #255 Level II 8/26/98 $/27 /98 8/28/98 DISTRIBUTION: (1) Kelly Capital Carlsbad Lot 1 8 Faraday Ave., Carlsbad Himes Peters Jepson Roel WELDING Structural Steel: ASTM A36 SCS&T FILE NO: PERMIT NO: ENGINEER: SUBCONTRACTOR: 9812196 972728 KL T Consulting I.R.NO: 8 (Pg 2 of 2) PLAN FILE NO: Gary's Welding/SAW/J.D. Const./Whitmore Electrodes: Joists E71 T-11, 5/64" Diameter {Str'I) E71 T-8 .068 Diameter, E71 T-11, .068 Diameter CONTINUED (Whitmore) -the following (3/8") stiffener plates added to joist girder and/or purlin seats at panels and locations, i.e. total stiffeners (3), Panel 14 at D-10, Panel 17 at F-11, Panel 19 (East) at H-13 and South at H-13, Panel 28 at N-8, Panel 34 at P-4. Total stiffeners (2), Panel 8 at B-5 and Panel 17 at F-11, pending Engineer's approval. Continued inspection of the following work and welding: (Gary's Welding) at mezzanine elevation, #8 (A706) at drag locations, L-14 and F.5 -13, per 17/SD6 and RFl34. At foundation elevation, condition at misaligned embeds, Panel 29 at P-7, 9, field corrected with larger hold down plate, reference modified 14/SD2, dated 8/21 /98, from the Engineer. At the roof elevation, #8 chord bars and girder seats to Panels 9, 10 and 11, per 7 /SD3 and 16/SD1. (S.A.W. Welding) -roof elevation, plates to girder for nailer connection at Line K from 11 to 13. 75, per 10/SD5 and purlins to girders at Line H from 1 to 4 and Line E from 1 to 5, per 3/SD3. {Whitmore) -mezzanine structural steel assembled from Lines N to G; 12 to 14 {with new connection holes reamed for assembly where shop mislocated connection) where necessary, per A.I.S.C. specifications. Braced frame welds at Line 12 from J to K, pending approval, reference details 5/SD6 and 18/SD2. Continued inspection of the following field welding: At roof elevation, purlins to girders from Lines A to F; 1 to 5, per 3/SD3, and cover plates at purlin connections at Line G from 8 to 13, Line K from 11 to 14, Line E from 7. 7 5 to 11 and K-12, per 1 0/S05 and 2/SD4. At mezzanine elevation, #8 (706) chord bar connections at L.9-11, L.9-13.25, J.14, K.14, per 17/S06 and 19/S06. Ledger angle welded at Line 14 from G to H.5, per 16/SD6. (1) Roel Construction ( 1) City of Carlsbad REVIEWED BY: I George A. Gavit, R.C.E. # 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: 9812196 Lot#18 2765 Loker Avenue West H PJ KLT Roel Construction Location In Structure: Material Supplier: Panel 47 at 15' from bottom and 3' from right edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 4-B Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days ' 1345 WRDA64/Air 35 343 ON 8701 08-04-98 08-05-98 08-11-98 6.00 28.27 89,750 3,170 7 Required 28 Day Strength, psi 4,500 Unit Weight, pcf Slump, Inches: 3-3/4 Ticket Number: 719347 Samples Tested By: NH 8702 8703 09-01-98 09-01-98 121,250 123,000 4,290 4,350 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8704 09-30-98 130,250 4,610 57 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 implied. Distribution: (1) Kelly Capital ( 1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 08-04b.doc 10/1198 Reviewed By: George Gc[vit, 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: 9812196 Lot#18 2765 Loker Avenue West HP J KLT Roel Construction Location In Structure: Material Supplier: Panel 46 at 4' from bottom and 15' from right edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 4-A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 30 327 DN 8697 08-04-98 08-05-98 08-11-98 6.00 28.27 87,500 3,100 7 Required 28 Day Strength, psi 4,500 Unit Weight, pcf Slump, Inches: 6-1/4 Ticket Number: 719283 Samples Tested By: NH 8698 8699 09-01-98 09-01-98 117,250 119,500 4,150 4,230 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8700 09-30-98 128.250 4,540 57 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 08-04a.doc 1011198 Reviewed By: CE#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: 9812196 Lot#18 2765 Loker Avenue West Hp J KLT Roel Construction Location In Structure: Material Supplier: Panel 40 at 20' from top and 15' from right edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 30-8 Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 30 610 DN 8401 07-30-98 07-31-98 08-06-98 6.00 28.27 84,000 2,970 7 Required 28 Day Strength, psi 4,500 Unit Weight, pcf Slump, Inches: 6 Ticket Number: 718206 Samples Tested By: NH 8402 8403 08-27-98 08-27-98 118,500 118,500 4,190 4,190 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8404 09-24-98 127,250 4,500 56 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-30b.doc 9124198 Reviewed~ 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: 9812196 Lot#18 2765 Loker Avenue West H PJ KLT Roel Construction Location In Structure: Material Supplier: Panel 28 at 3' from top an 1 0' from right edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 30-A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 55 318 DN 8397 07-30-98 07-31-98 08-06-98 6.00 28.27 87,750 3,100 7 Required 28 Day Strength, psi 4,500 Unit Weight, pcf Slump, Inches: 5-1/2 Ticket Number: 718087 Samples Tested By: NH 8398 8399 08-27-98 08-27-98 121,500 118,500 4,300 4,190 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8400 09-24-98 128,750 4,550 56 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-30a.doc 9/24/98 Reviewed By: George 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: 9812196 Lot#18 2765 Loker Avenue West H PJ KLT • Roel Construction Location In Structure: Material Supplier: Panel 50 at 1 0' from left edge and 4' from bottom Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 28-B Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 40 334 ON 8267 07.:.28-98 07-29-98 08-04-98 6.00 28.27 79,500 2,810 7 Required 28 Day Strength, psi 4,500 Unit Weight, pcf Slump, Inches: 5-1/4 Ticket Number: 717403 Samples Tested By: NH 8268 8269 08-25-98 08-25-98 127,000 129,250 4,490 4,570 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8270 09-24-98 134,750 4,770 58 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 implied. Distribution: ( 1) Kelly Capital (1) Roel Construction Co. ( 1) City of Carlsbad (1) Nelson & Sloan 07-2Bb.doc 9124198 Reviewed By: 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: 9812196 Lot#18 2765 Loker Avenue West Hp J KLT Roel Construction Location In Structure: Material Supplier: Panel 7 at 1 0' from top and 4' from right edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 28-A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 364 DN 8263 07-28-98 07-29-98 08-04-98 6.00 28.27 77,000 2,720 7 Required 28 Day Strength, psi 4,500 Unit Weight, pcf Slump, Inches: 6 Ticket Number: 717370 Samples Tested By: NH 8264 8265 08-25-98 08-25-98 119,250 117,750 4,220 4,170 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8266 09-24-98 129,750 4,590 58 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 implied. Distribution: (1) Kelly Capital ( 1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-28a.doc 9/24198 Reviewed By: 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: 9812196 Lot#18 2765 Loker Avenue West H PJ KLT Roel Construction Location In Structure: Pourstrip at line 2 at F.75 Material Supplier: Nelson & Sloan Mix Designation: 1345 Admixture(s): WRDA64 Time In Mixer (Minutes): 91 Slump, Inches: Truck Number: 602 Ticket Number: Samples Fabricated By: GP Samples Tested By: Laboratory Number: 9838 9839 9840 Mark: 1,2,3 Date Made: 08-25-98 Date Received 08-26-98 Date Tested 09-01-98 09-22-98 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, Pounds 93,000 108,250 Compressive Strength, psi 3,290 3,830 Age Tested, Days 7 28 Required 28 Day Strength, psi 3,500 Unit Weight, pcf Permit No: 97-2728 Plan File No: 4 CC Temp: 724640 Air Temp: NH 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 08-25.doc 9128198 Reviewed By: George Gavit, RCE #56564 ,, ,· J: !?ru~I~~B~~~!.~~~!.~~~_.~ TESTING, INC. FIELD INSPECTION REPORT PROJECT TITLE: Carlsbad _Lot _18 / L.b/~"--4'VV. SCS&T FILE NO: 9812196 972728 LRNO: 9 (Pg 1 of 2) PROJECTLOCATIOZ1,,.... .i;:araday Ave.':"Carlsbad PERMIT NO: PLAN FILE NO: ARCHITECT: GEN. CONTRACTOR: G. Pitonyak S.D. #255 Level II 8/31 /98 9/01/98 9/02/98 DISTRIBUTION: ( 1 ) Kelly Capital Himes Peters Jepson Roel WELDING Structural Steel: ASTM A36 ENGINEER: KL T Consulting SUBCONTRACTOR: Gary's Welding/SAW/Whitmore Electrodes: Joists E11T-11, .068 Diameter, E71T-8 .068 Diameter, E7018 (LH) 5/32" Diameter Reinforcing Steel: A615, Grade 60 Concrete: Design #1345, AD Mixture #WRD A64 Provided inspection of the following field work and welding: At the roof elevation, purlin to girder connections and cover plate to purlin connections, from Grid Lines F to M; 1 to 5, per 3 & 5/SD-3. Erection and assembly of girders and purlins continued at the roof elevation, per plans. Continued inspection of the following field welding: At the roof elevation, cover plates at purlin to purlin connections at Line M from 7 to 9 and Lines C and F from 1 to 5, per 5/SD3 and nailer connection plates at Line M from 7 .25 to 9, per 1 O/SD5. Early morning accident prevented a full day of production welding. Verified the City of Carlsbad Inspector had inspected the reinforcing steel in the pour strip area to be poured 'foday. Observed the placement of approximately 44.5 cubic yards of concrete at the following pour strip locations: Line B from 6.75 to 10 and from B.5 to 7.5 to 14 and column diamonds at Line 12 at Kand L. Fabricated three sets of concrete compressive test cylinders and took a slump test which equaled 5" from the pour strip at L-14, informed the Contractor that the maximum slump is not to exceed 4". Placement of the load proceeded. The concrete placement performed by tailgating and consolidated by mechanical vibration. Mechanical vibrator broke down at pour strip location Line B from 6. 75 to 7 .25 and column diamonds at Line 12 at J, K and L. Continued welding inspection at the roof elevation, girder to girder connections and purlin to girder connections at Line F from 5 to 7, per 2 and 3/SD3. Stabilizer plate fillet welded to (TS) column at K-12, reference Detail 9/SD5. At the mezzanine elevation #8 (A 706) the chord bar welded at the pilaster location, B-7.75 with additional 1/2" x plate extending from 3/8" x plate as detailed on 17/SD6 since the ori_ginal plate did not have specified bearing area for chord bar, pending approval. Also, mezzanine B.M. W16 x 26 at Line 13. 75 spanning from L. 75 to M, relocated per General Contractor with East side of connection welded with 1/4" fillet all around both connecting angles in lieu of four 7/8" diameter machine bolts, due to connecting angle partially covering existing bolt holes. All work was done by a Certified Welder, using approved electrodes. ( 1) Roel Construction -· ( 1 ) City of Carlsbad REVIEWED-BY: George A. Gavit, R.C.E. # 56564 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, P.O. Box 600627, San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECT TITLE: PROJECT LOCATION: ARCHITECT: GEN. CONTRACTOR: G. Pitonyak S.D. #255 Level fl 9/03/98 9/04/98 DISTRIBUTION: (1) Kelly Capital Carlsbad Lot 1 8 Faraday Ave., Carlsbad Himes Peters Jepson Roel WELDING Structural Steel: ASTM A36 SCS&T FILE NO: PERMIT NO: 9812196 972728 ENGINEER: KL T Consulting LR. NO: PLAN FILE NO: SUBCONTRACTOR: Gary's Welding/SAW /Whitmore 9 (Pg 2 of 2) Electrodes: Joists E71T-11, .068 Diameter, E71T-8 .068 Diameter, E7018 (LH) 5/3Z" Diameter Reinforcing Steel: A615, Grade 60 Concrete: Design #1345, AD Mixture #WRD A64 S.A.W. has additional Certified Welder on the job: Calixto Barria S.M.A.W. unlimited thickness and position #98-633 by Gamma Tech. Welding at the roof interrupted due to inclement conditions from 0800 to 0830. Welding of purlin to purlin connections and girder to girder connections continued at Line F from 7 to 11, with connecting plate to embed laid flat, reference 8/SD4. Drag plate installed at C-7, per 9/SD-5, and other connections completed on Line C from 5 to 10, per 2 and 3/SD3. Connecting plate from roof girder to embed plate welded in flat position at D-10, reference Details 12 and 20/SD4. Continued inspection of the following field welding: At roof elevation, blocking plates 1/4" x 4" x 7", to girders completed at Line E from 7 .8 to 8 and between Lines 1 .8 and 2 at M, K, G, E, and C, per 1 0/SD5. Plate installed in flat position over joist at coordinates, P-4, reference detail 20/SD4. (1) Roel Construction (1) City of Carlsbad George A. Gavit, R.C.E. # 56564 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, P.O. Box 600627, San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECT TITLE: PROJECT LOCATION: ARCHITECT: GEN. CONTRACTOR: G. Pitonyak S.D. #255 Level II 8/19/98 8/20/98 8/21 /98 DISTRIBUTION: ( 1 ) Kelly Capital Carlsbad Lot 18 Faraday Ave., Carlsbad Himes Peters Jepson Roel WELDING Structural Steel: ASTM A36 Electrodes: NR232 Steel & Saw SCS&T FILE NO: PERMIT NO: 9812196 972728 ENGINEER: KL T Consulting suucoNTRACTOR: Gary's Welding Certified Welder: Herbert Bloom, #N98919, L.A. Stril Time Arrived: 0700 Time Departed: 1530 I.R.NO: 7 (Pg 1 of 1) PLAN FILE NO: Provided inspection of the following field welding: Panel hold down connections at grid coordinates, G-14 (1) Panel #21 (exterior), Panel #19 (exterior), Panel #28 (exterior), Panel #27 (interior), per 13 & 16/SD-2. At the roof elevation, mitered corner connection, Panel #24 to #25, per 11 /SD-1 and splice connection at ledger, Panels #23 to #24 and #25 to #26, per 9 & 10/SD-3. Time Arrived: 0800 Time Departed: 1330 Continued inspection of the following field welding: Foundation elevation, panel hold down connections at Panel(s) #21 & #19 (interior) and Panel(s) #14 & #16 (interior & exterior), per 13 and 16/SD-2. Also, Panel #28 (interior 40% completed), #29 (interior 50% completed), #s 30, 31, 32, 33 and 34, per 13/SD-2. At the lower mezzanine elevation, plate at panel to panel connections completed at Panels, 11 to 12 and 10 to 11, per 14/SD-1. Chord bar connection completed at mezzanine elevation, Panel #11 to #12, per 16/SD-1. Time Arrived: 0700 Time Departed: 1500 Connection inspection of the following work and welding: Structural steel erected and assembly progressed from Grid Lines G to N; 12 to 14: Stiffened joist seats welded at E-11, D 5.11, 010.25 and 8.75 -9.75, per 18 and 19/SD-6. At roof elevation, shear plate fillet welded to W 27 x BM, per plan at Line 8 at E, G, and K, per 14/SD-5. Full penetration welding of connection plate to embed at M-8, per 13/SD-4. Welding of plates (2) each side of nailer to joist began, 11 SD.3. Panel to panel connection completed per 14/SD1, all elevations at Panels 29 through 39. Chord bar connections 4 #815 at roof elevation completed at Panels 30 to 31, 33 to 34, per 1 6/SD-1. Additional welders on the job: SAW, Richard Everding FCAW Unlimited thickness and position plate #3-28-95, Wyman "Whitmore Steel": John M. Kellems #92-1015 36 FCAW Unlimited thickness plate #92-1015 by TS! and SMAW all position unlimited thickness by ATI, #6000. (1) Roel Construction ( 1 ) City of Carlsbad George A. Gavit, R.C.E. # 56564 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, P.O. Box 600627, San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECT TITLE: PROJECT LOCATION: ARCHITECT: GEN. CONTRACTOR: D. Neyens ICBO #73396 8/11 /98 8/12/98 DISTRIBUTION: ( 1) Kelly Capital ~ '7<oS"' Carlsbad Lot 1 8 Fclradu9 -Ave., Carlsbad Himes Peters Jepson Roel REINFORCED CONCRETE SCS&T FILE NO: PERMIT NO: ENGINEER: SUBCONTRACTOR: Concrete: Nelson & Sloan, Design #1345, 4500 psi Time Arrived: 0700 Show-up only. Unscheduled cancellation 9812196 972728 KL T Consulting Roel Time Arrived: 0700 Time Departed: 1200 I.R.NO: 6 (Pg 1 of 1) PLAN FILE NO: Observed the placement of approximately 11 5 cubic yards of concrete into tilt-up panels 13 through 17 and 24 through 26. One slump tests (6") and one set of concrete test cylinders (12A) were taken. To the best of my knowledge, the work observed was in substantial compliance with the governing construction requirements. (1) Roel Construction ( 1 ) City of Carlsbad REVIEWED BY: Michael B. Wheeler, R.C.E. #45358 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, P.O. Box 600627 , San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECT TITLE: PROJECT LOCATION: ARCHITECT: GEN. CONTRACTOR: D. Neyens ICBO #73396 8/04/98 8/06/98 DISTRIBUTION: ( 1) Kelly Capital Carlsbad Lot 1 8 Psi:aday C,ve., Carlsbad Himes Peters Jepson Roel REINFORCED CONCRETE SCS&T FILE NO: PERMIT NO: ENGINEER: SUBCONTRACTOR: Concrete: Nelson & Sloan, Design #1345, 4500 psi 9812196 972728 KL T Consulting Roel Reinforcing Steel: ASTM A615, Grade 60, Chord Bars: ASTM A706 Time Arrived: 0700 Time Departed: 1500 l.R. NO: 5 (Pg 1 of 1) PLAN FILE NO: Observed the placement of approximately 220 cubic yards of concrete into the tilt-up panels 42 through 48 and screen panels T1 through T6. Two slump tests (6 1/4" and 3 3/4" ) and two sets of concrete test cylinders (4-A and 4-B) were taken. Checked the placement of reinforcing steel in panels 20, 21 and 24 through 27. Panel 27 is missing two #6 bars at the panel mid-point. Except as noted, to the best of my knowledge, the work observed was in substantial compliance with the governing construction requirements. Time Arrived: 0700 Time Departed: 1200 Observed the placement of approximately 158 cubic yards of concrete into the tilt-up panels 12, 18 through 23 and 27. One slump test (4 1/4") and one set of cylinder samples (6-A) were taken. To the best of my knowledge, the work observed was in substantial compliance with the governing construction requirements. (1) Roel Construction ( 1} City of Carlsbad REVlEWED BY: ~~ Michael B. Wheeler, R.C.E. #45358 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, P.O. Box 600627, San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECT TITLE: PROJECT LOCATION: ARCHITECT: GEN. CONTRACTOR: D. Neyens ICBO #73396 7 /28/98 7/30/98 DISTRIBUTION: ( 1) Kelly Capital Carlsbad Lot 1 8 Faraday Ave., Carlsbad Himes Peters Jepson Roel REINFORCED CONCRETE SCS&T FILE NO: PERMIT NO: ENGINEER: SUBCONTRACTOR: Concrete: Nelson & Sloan, Design #1345, 4500 psi 9812196 972728 KL T Consulting Roel Reinforcing Steel: ASTM A615, Grade 60, Chord Bars: ASTM A706 Time Arrived: 0700 Time Departed: 1300 I.R.NO: 4 (Pg 1 of 1) PLAN FlLE NO: Observed the placement of approximately 30 cubic yards of concrete into the tilt-up panels 1 through 11 and 49 through 51 . Panel #7 was checked for readiness before concrete placement. All other panels were previously checked. Two slump tests (6" and 5 1/4") and two sets of concrete test cylinders were taken. Inspected the placement of reinforcing steel in panels 7 and 28 through 48. Work on many of these panels was in progress, but substantially complete and substantially correct, as far as completed. Ledger bars needed to be added in panels 44 and 48; pilasters formed in 46, 47 and 48; and door frame placed in panel 40. Except as noted, to the best of my knowledge, the work observed was in substantial compliance with the governing construction requirements. Time Arrived: 0700 Time Departed: 1400 Observed the placement of approximately 300 cubic yards of concrete into the tilt-up panels 28 through 41. Two slump tests (6" and 5 112·) and two sets of concrete test cylinders (30-A and 30-B) were taken. Panels 42 through 48 were checked again and are substantially completed and correct. Panels 11 through 19 and 22 were also checked in a cursory manner. Drawings were not clear regarding reinforcing steel for pilaster bottoms on panels 12, 13 and 14. I requested clarification through Roel and Sub-Contractor, and will follow up prior to concrete placement. Except as noted, to the best of my knowledge, the work observed was in substantial compliance with the governing construction requirements. (1) Roel Construction (1) City of Carlsbad REVIEWED BY: Michael B. Wheeler, R.C.E. #45358 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, P.O. Box 600627 , San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECT TITLE: PROJECT LOCATION: ARCHITECT: GEN. CONTRACTOR: 7 /21 /98 D. Neyens ICBO #73396 DISTRIBUTION: ( 1) Kelly Capital Carlsbad Lot 18 Faraday Ave., Carlsbad Himes Peters Jepson Roel REINFORCED CONCRETE Reinforcing Steel: ASTM A615, Grade 60 Chord Bars ASTM, A706 SCS&T FlLE NO: PERMIT NO: ENGINEER: SUBCONTRACTOR: 9812196 972728 KL T Consulting Roel LR. NO: PLAN FILE NO: Time Arrived: 0800 Time Departed: 1200 3 (Pg 1 of 1) Inspected the placement of reinforcing steel in the following panels: 1, 2, 3, 4, 5, 6, 8, 9, 10, 11, 49.,, * 50 and 51. In all cases, the ledgers need to be added and ledger reinforcing bars secured in position. The bars are in the panels, awaiting ledgers. Panel 50, must have four #3 ties at the top of the pilaster, replaced with four #4 ties, per Detail 1 /SD3. The Contractor is aware of this. Except as noted, to the best of my knowledge, the work observed was in substantial compliance with the governing construction requirements. ( 1) Roel Construction ( 1 ) City of Carlsbad REVIEWED BY: Michael B. Wheeler, R.C.E. #45358 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, P.O. Box 600627, San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECT TITLE: PROJECT LOCATION: ARCHITECT: GEN. CONTRACTOR: C. Hand #C495 7/01/98 7/02/98 DISTRIBUTION: ( 1 J Kelly Capital Carlsbad Lot 1 8 Faraday Ave., Carlsbad Himes Peters Jepson Roel REINFORCED CONCRETE SCS&T FILE NO: PERMIT NO: ENGINEER: SUBCONTRACTOR: 9812196 972728 KL T Consulting D & D Concrete Concrete: Nelson & Sloan, Design #89-145, 4000 psi (3000 psi required) Reinforcing Steel: ASTM A61 5 Time Arrived: 1400 Time Departed: 1930 I.R. NO: 2 (Pg 1 of 1 J PLAN FILE NO: Observed the placement of approximately 725 cubic yards of concrete, which was tailgated into the slab-on- grade between Lines 1 and 4 and A and Q. The reinforcing steel #4s at 18" on center, was placed in slab per the plan. Fabricated five sets of three test cylinders. Slumps as follows: Set A 4 1/2" Set D 6 1/2" Set B 4 112· Set E 5" Set C 4 3/4" The Contractor was made aware of the high slump and the problem was corrected. Plans call for 3000 psi, concrete contractor used 4000 psi concrete. Unless noted otherwise, the work inspected is, to the best of my knowledge, in compliance with the approved plans, specifications and applicable sections of the governing building laws. Time Arrived: 1400 Time Departed: 1030 Observed the placement of approximately 800 cubic yards of concrete, which was tailgated into the slab-on- grade between Lines 5 through 14 and 8 through P. The reinforcing steel #4s at 18" on center, was placed in slab per the plan. Fabricated six sets of three test cylinders. Slumps as follows: Set A 4 3/4" Set D 4" Set 8 4 1/2" Set E 4 3/4" Set c 4 1/4" Set F 5 1/2" Unless noted otherwise, the work inspected is, to the best of my knowledge, in compliance with the approved plans, specifications and applicable sections of the governing building laws. (1) Roel Construction ( 1 ) City of Carlsbad REVIEWED BY: Michael B. Wheeler, R.C.E. #45358 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, P.O. Box 600627, San Diego, CA 92160, (619) 280-4321 FIELD INSPECTION REPORT PROJECT TITLE: PROJECT LOCATION: ARCHITECT: GEN. CONTRACTOR: S. DeMars #356 6/22/98 6/25/98 DISTRIBUTION: (1) Kelly Capital Carlsbad Lot 18 Faraday Ave., Carlsbad Himes Peters Jepson Roel REINFORCED CONCRETE SCS&T FILE NO: PERMIT NO: ENGINEER: SUBCONTRACTOR: Reinforcing Steel: ASTM A615, Grade 60 Concrete: Nelson & Sloan, Design # 593, 3000 psi Time Arrived: 0600 Time Departed: 1500 9812196 972728 KL T Consulting Roel I.R. NO: 1 (Pg 1 of 1) PLAN FILE NO: Observed the placement of 170 cubic yards of concrete, placed at interior columns, pads and footing at Gridlines Q/1 to 4, A/1 to 4, 8/4 to 10 and 14/K to M. Reinforcing steel was inspected prior to the concrete placement and the footings were cleaned. Made two sets of three lab concrete test cylinders. Time Arrived: 0800 Time Departed: 1800 Observed the placement of 340 cubic yards of concrete, placed at footing Gridlines 1 /A to Q, Q/1 to 5, P/5 to 9, N/9 to 14, 14/K to G and perimeter footings G.14 to 8.10. Reinforcing steel was inspected prior to the concrete placement and the footings were cleaned to maintain 3" clearance of reinforcing steel from earth. Made three sets of three lab concrete test cylinders. (1) Roel Construction (1) City of Carlsbad REVIEWED BY: Michael 8. Wheeler, R.C.E. #45358 SOUTHERN CALIFO:R NIA SOIL & TESTING, INC. 6280 RIVERDALE STREET, P.O. BOX 600627, Si N DIEGO, CA 92160-0627, Phone (619) 280-4321, FAX (619) 280-4717 FIELD INSPECTION REPORT FOR: C REINFORCED CONCRE' 0 P. T. CONCRETE E C REINFORCED MASONRY.>19,wELDING C FIREPROOFING 0 EPOXY ANCHORS CJ H, S. BOLTING ;B (<~~ ~\..\~C.. PROJECT TITLE (' ~,R. \..:?,, {:) !4h ~;,r \ <"'):{ SCS&T FILE No. C\~\·1.,.\C\\a PROJECT LOCATION ';;) 1-(o $" Le!-<£\;::_ AV£" ,,ERMITNo.C\t J-=l ;;:,'3' I PLAN FILE No. - ARCHITECT j-,J. {•t'---\ES, PCT&::.--R.S -;J'""E·P::-:o~ :NGINEER K LT GENERAL CONTRACTOR (le~L 3UB CONTRACTOR SA w .. / MATERIAL CLASSIFICATION A·~>\M·· f\ 3~ :;..: T i.il t. . .-:::., .,.. t I l=."Ll=-,-:f .ii .,1)1=-· J .. c -f"<'' I "'t ':::: fVlr\ vJ/ 1/\ ,, . \h ~ \ LLt;:tS DATE DESCRIPTION OF WORK INSPECTED 9-\b -~v:~i._:::~ ? \:: (-< '::,~ \ <:_ \..-...J'&.\...~· • '-,-l 'S () i.::: 'Zr\~~ 'd-. ~:1-(1/u. .. ,.J /' \.. c,.f<._ \ \ - JV\C:: '"2.."2.. ~ ~l,.o0,,'e.._ -l tJ {2.J\. cl1.::, ,, r ;;:, R. ~i.:. 1-tA.:_L \o/-s~-'-\..4.~o /2.. t< P b-e t=o e. ~~ . i"<:,..t..,-\ Ci .... ~"G ~ ,~ Lw~l.~~---as ff', r,.),:.,,, \~ U:;J,.A. OL€'-i G' e /330 A \_<::_-,c~-i {'..)~ Pc~ . .\E~ Koor .. ~.\iA.P\\ ,U\"""'-NA.\Ls.~G_. ~z.,t<_ --r-At.G: c·'\ 'A,, <? F ReioF\ ~ ( l [) . ' . -~c .\\-"= l\,.0\...£.., N ·1, \.. \...,, ,--.!<>,, \ s. '-' ,~ \ ,,~ IA c_r I""') e C\A ('le,£ 1...-...'h\\-\-.p.. 0 o 1i2-00{;:;_: ·t-. 0 Lv,-1--.} ~ <, \ --, '• -. .. --. " ., , : ,,-::,-,,.,. 'I r t ~JJVlA-'. .. f,: . K\it~~ I hereby certify that I riave inspected the·above reported· ---·-· ---------·~ work. Unless noted otherwise, the work inspected _!§,.Jo- the best of my knowledge in compliance with the ap~d,. 1----:-:·""-s::1 plans, specifications and applicable sections of the , ,,/ ., , ..... ------·c I (_ ., . ..._ ) ~ -.. l ·,?· ___:--,s .~ • So ·Y iP,ECTORS Sl~iJRe.-. "REGISTRATION No. ·.. / .... :rn ., ------, J/ • ' 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: 9812196 Lot#18 2765 Loker Avenue West H PJ KLT Contractor: Roel Construction Location In Structure: Panel 50 at 1 0' from left edge and 4' from bottom Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 28-8 Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Nelson & Sloan 1345 WRDA64/Air 40 334 ON 8267 07-28-98 07-29-98 08-04-98 6.00 28.27 79,500 2,810 7 Required 28 Day Strength, psi 4,500 Unit Weight, pcf Slump, Inches: 5-1/4 Ticket Number: 717403 Samples Tested By: NH 8268 8269 08-25-98 08-25-98 127,000 129,250 4,490 4,570 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8270 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. ( 1) City of Carlsbad (1) Nelson & Sloan 07-28b 8/31/98 Reviewed By: 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: 9812196 Lot#18 2765 Loker Avenue West Hp J KLT Roel Construction Location In Structure: Material Supplier: Panel 7 at 1 O' from top and 4' from right edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 28-A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 364 DN 8263 07-28-98 07-29-98 08-04-98 6.00 28.27 77,000 2,720 7 Required 28 Day Strength, psi 4,500 Unit Weight, pcf Slump, Inches: 6 Ticket Number: 717370 Samples Tested By: NH 8264 8265 08-25-98 08-25-98 119,250 117,750 4,220 , 4,170 28 28 Permit No: 97-2728 Plan File Nb: CC Temp: Air Temp: Air Content: 8266 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 implied. Distribution: (1) Kelly Capital ( 1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-28a 8131198 Reviewed By: 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: 9812196 Lot#18 2765 Loker Avenue West Hp J KLT Roel Construction Location In Structure: Material Supplier: Panel 28 at 3' from top an 1 0' from right edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 30-A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 55 318 ON 8397 07-30-98 07-31-98 08-06-98 6.00 28.27 87,750 3,100 7 Required 28 Day Strength, psi 4,500 Unit Weight, pcf Slump, Inches: 5-1/2 Ticket Number: 718087 Samples Tested By: NH 8398 8399 08-27-98 08-27-98 121,500 118,500 4,300 4,190 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8400 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 implied. Distribution: (1) Kelly Capital ( 1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-30a 8/31/98 Reviewed By: 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: 9812196 Lot#18 2765 Loker Avenue West Hp J KLT Roel Construction Location In Structure: Material Supplier: Panel 40 at 20' from top and 15' from right edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 30-B Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 30 610 ON 8401 07-30-98 07-31-98 08-06-98 6.00 28.27 84,000 2,970 7 Required 28 Day Strength, psi 4,500 Unit Weight, pcf Slump, Inches: 6 Ticket Number: 718206 Samples Tested By: NH 8402 8403 08-27-98 08-27-98 118,500 118,500 4,190 4,190 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8404 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-30b 8131/98 Reviewed By: 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: 9812196 Lot#18 2765 Loker Avenue West H PJ KLT Roel Construction Location In Structure: Panel 40 at 4' from bottom and 15' from right edge Material Supplier: Nelson & Sloan Mix Designation: 1345 Admixture(s): WRDA64/Air Time In Mixer (Minutes): 30 Slump, Inches: 6-1/4 Truck Number: 327 Ticket Number: 719283 Samples Fabricated By: ON Samples Tested By: NH Laboratory Number: 8697 8698 8699 Mark: 4-A Date Made: 08-04-98 Date Received 08-05-98 Date Tested 08-11-98 09-01-98 09-01-98 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, Pounds 87,500 117,250 119,500 Compressive Strength, psi 3,100 4,150 4,230 Age Tested, Days 7 28 28 Required 28 Day Strength, psi-4,500 Unit Weight, pcf Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8700 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 implied. Distribution: ( 1) Kelly Capital ( 1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 08-048 9/2198 Reviewed By: 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: 9812196 Lot#18 2765 Loker Avenue West HP J KLT Roel Construction Location In Structure: Material Supplier: Panel 47 at 15' from bottom and 3' from right edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 4-B Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 35 343 ON 8701 08-04-98 08-05-98 08-11-98 6.00 28.27 89,750 3,170 7 Required 28 Day Strength, psi . 4,500 Unit Weight, pcf Slump, Inches: 3-314 Ticket Number: 719347 Samples Tested By: NH 8702 8703 09-01-98 09-01-98 121,250 123,000 4,290 4,350 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8704 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 implied. Distribution: ( 1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 08-04b 9/2/98 Reviewed By: 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: 9812196 Lot#18 2765 Loker Avenue West Hp J KLT Roel Construction Location In Structure: Material Supplier: Panel 28 at 3' from top an 1 0' from right edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 30-A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 55 318 ON 8397 07-30-98 07-31-98 08-06-98 6.00 28.27 87,750 3,100 7 Required 28 Day Strength, psi 4,500 Unit Weight, pcf Slump, Inches: 5-1/2 Ticket Number: 718087 Samples Tested By: NH 8398 8399 08-27-98 08-27-98 121,500 118,500 4,300 4,190 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8400 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 implied. Distribution: (1) Kelly Capital (1) Roel Constrtlction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-30a 8131198 Reviewed By: George Gavit, RCE #56564 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET, P. 0. Box 600627, SANDlEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: Project Title: Project Location: Architect: Engineer: Contractor: 9812196 Lot#18 2765 Loker Avenue West Hp J KLT Roel Construction Location In Structure: Panel 40 at 20' from top and 15' from right edge Material Supplier: Nelson & Sloan Mix Designation: 1345 Admixture(s): WRDA64/Air Time In Mixer (Minutes): 30 Slump, Inches: 6 Truck Number: 610 Ticket Number: 718206 Samples Fabricated By: ON Samples Tested By: NH Laboratory Number: 8401 8402 8403 Mark: 30-B Date Made: 07-30-98 Date Received 07-31-98 Date Tested 08-06-98 08-27-98 08-27-98 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, Pounds 84,000 118,500 118,500 Compressive Strength, psi 2,970 4,190 4,190 Age Tested, Days 7 28 28 Required 28 Day Strength, psi 4,500 Unit Weight, pcf Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8404 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. ( 1) City of Carlsbad (1) Nelson & Sloan 07-30b 8/31/98 Reviewed By: 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: 9812196 Lot#18 2765 Loker Avenue West Hp J KLT Roel Construction Location In Structure: Material Supplier: Panel 7 at 1 O' from top and 4' from right edge Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 28-A Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 364 ON 8263 07-28-98 07-29-98 08-04-98 6.00 28.27 77,000 2,720 7 Required 28 Day Strength, psi 4,500 Unit Weight, pcf Slump, Inches: 6 Ticket Number: 717370 Samples Tested By: NH 8264 8265 08-25-98 08-25-98 119,250 117,750 4,220 4,170 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8266 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-28a 8131/98 Reviewed By: 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: 9812196 Lot#18 2765 Loker Avenue West Hp J KLT Roel Construction Location In Structure: Material Supplier: Panel 50 at 1 0' from left edge and 4' from bottom Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 28-8 Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 1345 WRDA64/Air 40 334 ON 8267 07-28-98 07-29-98 08-04-98 6.00 28.27 79,500 2,810 7 Required 28 Day Strength, psi 4,500 Unit Weight, pcf Slump, Inches: 5-1/4 Ticket Number: 717403 Samples Tested By: NH 8268 8269 08-25-98 08-25-98 127,000 129,250 4,490 4,570 28 28 Permit No: 97-2728 Plan File No: CC Temp: Air Temp: Air Content: 8270 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-28b 8/31/98 Reviewed By: 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: 9812196 Lot #18 2765 Loker Avenue West H PJ KLT Roel Construction Location In Structure: Slab-on-Grade between 3 and 4 and A and C Material Supplier: Nelson & Sloan Mix Designation: 89-145 Admixture(s): WRDA64 Time In Mixer (Minutes): 70 Slump, Inches: 5 .. Truck Number: 355 Ticket Number: 710321 Samples Fabricated By: CJH Samples Tested By: NH Laboratory Number: 6697 6698 6699 Mark: E Date Made: 07-01-98 Date Received 07-02-98 Date Tested 07-08-98 07-29-98 07-29-98 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, Pounds 101,250 126,250 123,000 Compressive Strength, psi 3,580 4,470 4,350 Age Tested, Days 7 28 28 Required 28 Day Strength, psi 3,000 Unit Weight, pcf Permit No: 972728 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-01e 7131/98 Reviewed By: 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: 9812196 Lot #18 2765 Loker Avenue West H PJ KLT Roel Construction Location In Structure: Slab-on-Grade between 5 and 6 and N and P Material Supplier: Nelson & Sloan Mix Designation: 89-145 Admixture(s): WRDA64 Time In Mixer (Minutes): 45 Slump, Inches: 4-3/4 Truck Number: 618 Ticket Number: 710716 Samples Fabricated By: CJH Samples Tested By: NH Laboratory Number: 6847 6848 6849 Mark: A Date Made: 07-02-98 Date Received 07-03-98 Date Tested 07-09-98 07-30-98 07-30-98 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, Pounds 104,500 132,250 134,500 Compressive Strength, psi 3,700 4,680 4,760 Age Tested, Days 7 28 28 Required 28 Day Strength, psi 3,000 Unit Weight, pcf Permit No: 972728 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. ( 1) City of Carlsbad (1) Nelson & Sloan 07-02a 7131/98 Reviewed By: SOUTHERN CALIFORNIA SOIL AND TESTJNG, INC. 6280 RIVERDALE STREET, P. 0. Box 600627, SAN DIEGO, CA §>2160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: Project Title: Project Location: Architect: Engineer: Contractor: 9812196 Lot #18 2765 Loker Avenue West HP J KLT Roel Construction Location In Structure: Material Supplier: Slab-on-Grade between 6 and 7 and K and M Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: B Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 89-145 WRDA64 70 Slump, Inches: 4-1/2 605 CJH 6850 07-02 .. 98 07-03-98 07-09-98 6.00 28.27 101,500 3,590 7 Ticket Number: 710732 Samples Tested By: NH 6851 6852 07-30-98 07-30-98 129,750 131,250 4,590 4,640 28 28 Required 28 Day Strength, psi 3,000 Unit Weight, pcf Permit No: 972728 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 implied. Distribution: (1) Kelly Capital ( 1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-02b 7/31/98 Reviewed By: SOUTHERN CALIFORNIA SOIL AND T.ESTING, INC. 6280 RIVERDALE STREET, P. 0. Box 600627, SAN DIEGO, CA 92160 (619) 280--4321 Concrete Compressive Strength Test RepQJ't File Number: Project Title: Project Location: Architect: Engineer: Contractor: 9812196 Lot #18 2765 Loker Avenue West Hp J KLT Roel Construction Location In Structure: Material Supplier: Slab-on-Grade between 9 and 12 and G and J Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: C Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 89-145 WRDA64 85 363 CJH 6853 07-02-98 07-03-98 07-09-98 6.00 28.27 103,500 3,660 7 Required 28 Day Strength, psi 3,000 Unit Weight, pcf Slump, Inches: 4-1/4 Ticket Number: 710757 Samples Tested By: NH 6854 6855 07-30-98 07-30-98 124,250 122,250 4,400 4,320 28 28 Permit No: 972728 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-02c 7/31/98 Reviewed By: 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: 9812196 Lot#18 2765 Loker Avenue West Hp J KLT Roel Construction Location In Structure: Slab-on-Grade between 5 an 6 and F and H Material Supplier: Nelson & Sloan Mix Designation: 89-145 Admixture(s): WRDA64 Time In Mixer (Minutes): 70 Slump, Inches: 4 Truck Number: 346 Ticket Number: 710789 Samples Fabricated By: CJH Samples Tested By: NH Laboratory Number: 6856 6857 6858 Mark: D Date Made: 07-02-98 Date Received 07-03-98 Date Tested 07-09-98 07-30-98 07-30-98 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, Pounds 96,750 121,750 125,250 Compressive Strength, psi 3,420 4,310 4,430 Age Tested, Days 7 28 28 Required 28 Day Strength, psi 3,000 Unit Weight, pcf Permit No: 972728 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 implied. Distribution: ( 1 ) Kelly Capital ( 1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-02d 7131/98 Reviewed By: George lk:i64 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: 9812196 Lot#18 2765 Loker Avenue West Hp J KLT Contractor: Roel Construction Location In Structure: Slab-on-Grade between 5 and 6 and B and D Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: f Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Nelson & Sloan 89-145 WRDA64 60 601 CJH 6862 07-02-98 07-03-98 07-09-98 6.00 28.27 101,750 3,600 7 Required 28 Day Strength, psi 3,000 Unit Weight, pcf Slump, Inches: 5-1/2 Ticket Number: 710932 Samples Tested By: NH 6863 6864 07-30-98 07-30-98 122,000 124,000 4,320 4,390 28 28 Permit No: 972728 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-02( 7131198 Reviewed By: George Gavit, RCE #56564 SOUTHERN CALIFORNIA SOIJ_; 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: 9812196 Lot#18 2765 Loker Avenue West H PJ KLT Roel Construction Location In Structure: Slab-on-Grade between 7 and 9 and D and F Material Supplier: Nelson & Sloan Mix Designation: 89-145 Admixture(s): WRDA64 Time In Mixer (Minutes): 60 Slump, Inches: 4-3/4 Truck Number: 351 Ticket Number: 710849 Samples Fabricated By: CJH Samples Tested By: NH Laboratory Number: 6859 6860 6861 Mark: E Date Made: 07-02-98 Date Received 07-03-98 Date Tested 07-09-98 07-30-98 07-30-98 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, Pounds 100,250 126,250 124,000 Compressive Strength, psi 3,550 4,470 4,390 Age Tested, Days 7 28 28 Required 28 Day Strength, psi 3,000 Unit Weight, pcf Permit No: 972728 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 or implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-02e 7131/98 Reviewed By: i£i 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: 9812196 Project Title: Lot #18 Project Location: \. .. 2,765 Loker A'v.eou.e-\JVest Architect: H P J Engineer: KLT Contractor: Roel Construction Location In Structure: Material Supplier: •· Footings·at·grid·line·0Gf1e .. to,4 Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 2 Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 593 WRDA64 62 348 SAD 6203 06-22-98 06-23-98 06-29-98 6.00 28.27 68,250 2,410 7 Required 28 Day Strength, psi ' :~3:Q-QO' Unit Weight, pcf Slump, Inches: 4-1/4 Ticket Number: 707794 Samples Tested By: NH 6204 6205 07-20-98 07-20-98 91,000 93,250 3,220 ,--~--, -a,J_QQ.: 28 28 Permit No: 972728 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad 06-22b 7121/98 Reviewed By: 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: 9812196 Lot #18 '· 27:9:~:eo1<erAvenui.~~s.t Hp J KLT Contractor: Roel Construction Location In Structure: Fsotings·.at gridJine;:c1'4/K"io-:M Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 1 Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Nelson & Sloan 593 WRDA64 66 602 SAD 6146 06-22-98 06-23-98 06-29-98 6.00 28.27 66,500 2,350 7 Required 28 Day Strength, psi ·3~60(:f""i Unit Weight, pcf Slump, Inches: 3-1/2 Ticket Number: 707584 Samples Tested By: NH 6147 6148 07-20-98 07-20-98 85,500 87,250 3,020 ~¾@\ 28 28 Permit No: 972728 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad 06-22a 7121198 Reviewed By: 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: 9812196 Project Title: Lot #18 Project Location: · --2165Tokei-. Avenue We]t Architect: H P J Engineer: KL T Contractor: Roel Construction Location In Structure: Material Supplier: , Slab-'0R-'Grade between -2 ·ar:id,.-3°ar:td.cl=l'-'and' F Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: D Date Made: Date Received Date Tested Diameter, Inches - Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 89-145 WRDA64 60 605 CJH 6694 07-01-98 07-02-98 07-08-98 6.00 28.27 103,250 3,650 7 Required 28 Day Strength, psi . 3,'0:0.0 Unit Weight, pcf Slump, Inches: 6-1/2 Ticket Number: 710301 Samples Tested By: NH 6695 6696 07-29-98 07-29-98 121,250 124,000 4,290 ,----,--"~~ ,-4,3,~Qi 28 28 Permit No: 972728 Plan File No: CC Temp: Air Temp: Air Content: 0 0 % Specimen sampling, transportation and compressive strength testing were pelformed by this agency in accordance with the applicable ASTM standards. This agency makes no other warranties express or implied. Distribution: ('1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & ·Sloan 07-01d 7129198 Reviewed By: 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: 9812196 Project Title: Project Location: Architect: Engineer: Contractor: Lot #18 -2765 -laker Av~nue;West, Hp J KLT Roel Construction Location In Structure: Material Supplier: ·-Slab-en .. Grade .. between-1--'aAd:;._2.,and:crJ~aBEl;;:K Nelson & Sloan Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: C Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days 89-145 WRDA64 60 Slump, Inches: 4-3/4 363 CJH 6691 07-01-98 07-02-98 07-08-98 6.00 28.27 97,250 3,440 7 Ticket Number: 710270 Samples Tested By: NH 6692 6693 07-29-98 07-29-98 124,250 120,250 4,400 :-~§ill 28 28 Required 28 Day Strength, psi : 3;0,~~~l Unit Weight, pcf Permit No: 972728 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad ( 1) Nelson & Sloan 07-01c 7129198 Reviewed By: 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: 9812196 Lot#18 Project Location: ..: ·27e5·l:ok~r'.f,veniie:West Architect: H P J Engineer: KLT Contractor: Roel Construction Location In Structure: , -8latFon-Graae-between-,2-.-arn:f:...:3-~·and:K=aml=-M Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: B Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Nelson & Sloan 89-145 WRDA64 75 367 CJH 6688 07-01-98 07-02-98 07-08-98 6.00 28.27 101,000 3,570 7 Required 28 Day Strength, psi ·s·,:oQQ. Unit Weight, pcf Slump, Inches: 4-1/2 Ticket Number: 710234 Samples Tested By: NH 6689 6690 07-29-98 07-29-98 128,250 125,750 4,540 .. 4;45G," ._,,,,_,.._~---J 28 28 Permit No: 972728 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-01b 7/29/98 Reviewed By: 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: 9812196 Lot#18 Project Location: '.:-2765-l:okei:~A\ieoJJ~:yv~_st Architect: H P J Engineer: KLT Contractor: Roel Construction Location In Structure: "81ab;orr-Grade between .3.:and .. *:-:Q:and~M Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): 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 Nelson & Sloan 89-145 WRDA64 70 620 CJH 6685 0'7-01-98 07-02-98 07-08-98 6.00 28.27 98,250 3,480 7 Required 28 Day Strength, psi --''3',0'00 Unit Weight, pcf Slump, Inches: 4-1/2 Ticket Number: 710222 Samples Tested By: NH 6686 6687 07-29-98 07-29-98 120,250 123,250 4,250 ' , 4~:3_611'· 28 28 Permit No: 972728 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 07-01a 7129198 Reviewed By: 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: 9812196 Project Title: Lot #18 Project Location: ' ---2765.ioker Aven1:1e-West Architflct: H P J Engineer: KLT Contractor: Roel Construction Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: . Laboratory Number: Mark: 3 Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days -Nels0rr&-s1o·an- 593 WRDA64 49 610 SAD 6408 06-25-98 06-26-98 07-02-98 6.00 28.27 71,000 2,510 7 Required 28 Day Strength, psi ., · ::l:O0Q ' .....____,__ Unit Weight, pcf -........-u: Slump, Inches: 4 Ticket Number: 708934 Samples Tested By: NH 6409 6410 07-23-98 07-23-98 89,250 91,000 3,160 -.... 3~2~ro 28 28 Permit No: 972728 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad 06-25c 7127198 Reviewed By: 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: 9812196 Lot#18 \·_2J£K[o1<er. Avenue V\Test Hp J KLT Roel Construction Location In Structure: --------,..,, .... , ~--~ -------.:-.... -·----~ ... ~ Material Supplier: Nelson & Sloan Mix Designation: 593 Admixture(s): WRDA64 Time In Mixer (Minutes): 39 Slump, Inches: 4 Truck Number: 601 Ticket Number: Samples Fabricated By: SAD Samples Tested By: NH Laboratory Number: 6405 6406 6407 Mark: 2 Date Made: 06-25-98 Date Received 06-26-98 Date Tested 07-02-98 07-23-98 07-23-98 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, Pounds 70,250 93,000 90,250 Compressive Strength, psi 2,480 3,290 :'i~j]o'; Age Tested, Days 7 28 28 Required 28 Day Strength, psi -~,.00_9' Unit Weight, pcf Permit No: 972728 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad 06-25b 7127/98 Reviewed By: 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: 9812196 Lot#18 Project Location: · · ·-276.5 LcikerAv.enlJeJ{V~$t Architect: H P J Engineer: KLT Contractor: Roel Construction Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time In Mixer (Minutes): Truck Number: Samples Fabricated By: Laboratory Number: Mark: 1 Date Made: Date Received Date Tested Diameter, Inches Area, Square Inches Maximum Load, Pounds Compressive Strength, psi Age Tested, Days Nelson & Sloan 593 WRDA64 26 601 SAD 6402 06-25-98 06-26-98 07-02-98 6.00 28.27 73,250 2,590 7 Required 28 Day Strength, psi _3,~_o_o -Unit Weight, pcf Slump, Inches: 4 Ticket Number: 708799 Samples Tested By: NH 6403 6404 07-23-98. 07-23-98 93,250 91,750 3,300 ""'::;_'"3'.,Z50' 28 28 Permit No: 972728 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 or implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad 06-25a 7/27198 Reviewed By: George Gavit, RCE #56564 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET, P.O. BOX 600627, SAN DIEGO, CA 92160-0627, Phone (619) 280-4321, FAX (619) 280-4717 FIELD INSPECTION REPORT FOR: INFORCED CONCRETE C REINFORCED MASONRY OWELDING a P. T. CONCRETE a EPOXY ANCHORS a H. s. BOLTING C] FIREPROOFING a PLAN FILE No. SUPERINTENDANTS SIGNATURE SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET, P.O. BOX 600627, SAN DIEGO, CA 92160-0627, Phone (619) 280-4321, FAX (619) 280-4717 FIELD INSPECTION REPORT FOR: [!J·FfEINFORCEb CONCRETE O REINFORCED MASONRY OWELDING a FIREPR00F1NG 0 P. T. CONCRETE 0 EPOXY ANCHORS CH. s. BOLTING a PROJECT TITLE L~ \~ SCS&T FILE No. PROJECTLOCATION ;2.7<o'5 \..o¼i.,c-A-..re. .G,\s\n~ PERMIT No. ~ 7-;;)/ ~ J PLAN FILE No. ARCMITECT \-\~v.,.Q~ -\?e\~ 1.-S . ENGINEER GENERAL CONTRACTOR \<_..oe., \ SUB CONTRACTOR '\<..o(!_) MATERIAL CLASSIFICATION \<.£' ,~ • ~ \ • '"' ('"(' \ v,.j)_.. \ . Q. • \'~'iS,J-A AL\S <1t-a. ~-t Coo: C:~-r-1 'o~,-t--~ A ")-rt-'\ ~ 7 6c.,,, ---DATE DESCRIPTION OF WORK INSPECTED • ·~Arr O"'i:.c:::i::> /\:).?.0 \.2::>o ) R\ \u\ ~B . .I c\ .... eckA n\ c~co 'M.e"'-\-<I~ a\\ ~, \\.~,C .\ "'-.O . -=s.-\ ~ \ . ' . \ a--. Wl \'~ •• .. J '\'\,__o_Sdet..v. \V\ ¼e.. ~\\ i::::,~\"-.C.. ( \ J !5 } i J.\"1 ;.2 v ~ 1"50 3 to .5\ 4 .. \\ .. lv, n \\ ret.~S .\-\.,L \e~cg ,":> V'\~~A --\o \:.e_ C,.~~z_~ c .. "'<:\. \~~c.~ r ,-e~~~-c-C' \"'-le., u ~Qr\( 't'ec\ \)<:} -s: '~ C) V\ -Y.>c.~~ '"' ( V,Gti-~ 0 -'i:X:1 ""e \-;, J ' \ ~A~Q ~s.) '\)~~<?. \ C*) aN?... \v, 0.. \.'-.")Ct\-\-\~.c-.. 50 'N\U. "'>-+ ' ~,~s J u \,CA. "1€.. 4 _'i~-~ c,.-\-"4'ao n~ ~,\os¼, 'M>o\uc.-ec\. \.;.._)\~ 4-*"4 ... Je.+c.·, \ \ /st>3 .. ' ' ~,e~ 1")?,::-C.O"'-\~ Ct c.. \-a.:-\~ ' , co...uo. ,c-«_ <",~ ~\..,~. t')(CC'..r.~ <::1..'S. 't\ o -'t-e d -\-a . --\\--<c. . ~s.-\-0~ ""'-,, \,-._ "'-'s-i:'l d) -. ~\'\ec_~(? c\ A . I \ e ~c.e... ..l..\,.o Vv t) '\;.. 1 . <::;\A~~ "Q"'~\.:t \ \', \\'\, , y (\~. ' 'f-'?©.V,~~V,,\Q'>l'A'-') i.~Q._ '-c.9:1,.,..,.::;~,c-vc -\, v\/\ C' ("'\w.. ~ \ Ct"-C X'.' _ . t~"'\\ ¼\ °'"'"\!'<'..(" V\\V\.C\ ' ·u I " .. \\ . ..--... · I her~rtif.Y, that I have inspe~d~e above reported ~ \ ~~QA}.D 733"->t(-work. Unless ~..otherwise, the wor~nspected is to the best-of my knowledge1n,c~pliance wi ~he approved. ~ INSPEO:§)RS _SIGNATURE REGISTRATION No. plans, specifications and applic~ns of the i[1~t:TJ'J1n,'\ I) l~ \h I J~. ;J \ ~'-< \ qZ\ governing bui!ding laws. "-. ~-" SUPERINTENDANTS SIGNATURE' . ~-DATE . . . 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 June 11, 1999 Kelly Capital 4510 Executive Drive, Plaza 5 San Diego, California 91911 Attention: Mr. Ken Saterlee Subject: Report of Apparent Low Concrete Compressive Strength Test Results SCS&T 9812196 Report No. 8 Carlsbad Lot #18, 2765 Loker Avenue West, Carlsbad, California. Permit# 97-2728. Ladies/ Gentlemen: Please find attached compressive strength test results (set 8839 -8842) for concrete test samples fabricated during the construction of the subject project. Note that the specified 28-day compressive strength of 4000 psi was not attained. It should be noted that the 1997 Uniform Building Code (UBC) in Section 1905.6.2.3 classifies concrete test strengths as acceptable if: a) the average of all sets of three consecutive strength tests equal or exceed f c; and, b) no individual strength test (average of two samples) falls below f'c by more than 500 psi. We have reviewed all of the test results from this project and find that the average twenty-eight day compressive strength of three consecutive sets (8267 -8270, 8397 -8400, and 8839 -8842), and (8397 -8400, 8839-8842, and 8701-8704) was 4,180 psi and 4,110 psi respectively, which complies with the referenced requirement (a). It can further be noted that the individual strength test at twenty-eight days of age does not fall below f c by more than 500 psi, which complies with the referenced requirement (b). It is our opinion based upon this evaluation the concrete can be considered acceptable in accordance with the UBC in Section 1905.6, Evaluation and Acceptance of Concrete. If you should have any further questions, please contact me. Respectfully Submitted, Southern California Soil & Testing, Inc. George A. Gav t, Associate Engineer R.C.E. #56564 GAG:HBH:hbh cc: (1) Kelly Capital (1) Roel Construction (1) City of Carlsbad 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 June 15, 1999 Callaway Golf 2285 Rutherford Rd. Carlsbad, California 92008 SCS&T 9812171 Report No. 5 Reference: Callaway Golf Ball Facility, 2180 Rutherford Road, Calsbad, California, Permit Numbers: 98-1681, 98-2780, 98-3424, 98-3780, and 99-28. Subject: Verification of Special Inspection ~ Ladies/Gentlemen: Special Inspections of Epoxy Anchors, Expansion Anchors, High Strength Bolting, Reinforced Concete, Ultrasonic Testing, and Welding were performed at the referenced project by Inspectors employed by Southern California Soil & Testing, Inc. as detailed in Special Inspection Reports No. 1 through 50. To the best of my knowledge, the work requiring special inspection was performed in conformance with the approved plans and specifications, changes there to, and the applicable workmanship provisions of the Uniform Building Code. We appreciate the opportunity to provide our Special Inspection services. Respectfully submitted, SOUTHERN CAL ORNIA SOIL & TESTING, INC. George A. Gavit, R.C.E. #56564 GAG:HBH:hbh cc: (2) Callaway Golf ( 1) Nielson Dillingham Construction (1) Smith Consulting Architect (1) City of Carlsbad 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 June 9, 1999 Roel Construction 3366 Kurtz Street San Diego, California 92138 Attention: Project: Reference: Dear Mr. DeCollibus: Mr. Joe DeCollibus Carlsbad, Lot 18, Faraday Ave., Carlsbad, CA Low Break Report(s) SCS&T 9812196 Per our discussion we are providing this letter to clarify the report of apparent low concrete compressive strength for concrete samples set (9838 -9840) fabricated on August 25, 1998 at the Lot 18 project. Apparently, the specified design strength of the mix design (4000 psi) was eroneously reported as the minimum 28 day compressive strength of the concrete along "line 2 at F.75". It should be noted that the test results indicate compliance with the design requirement of 3500 psi at 28 days of age. Please find the attached revised report of concrete samples set (9838 - 9840). We apologize for any inconvenience this may have caused. Should you have any questions, please contact me. Respectfully submitted, SOUTHERN CALIF RNJA SOIL & TESTING, INC. George A. Gavit, :Associate Engineer R.C.E. #56564 GAG:HBH:hbh cc: (1) Roel Construction, Attn. Joe DeCollibus (1) Kelly Capital (1) City of Carlsbad Enclosure: SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RlVERDALESTREET, P. 0. Box 600627, SAN DIEGO, CA 92160 (619) 280-4321 Concrete Compressive Strength Test Report File Number: Project Title: Project Location: Architect: Engine~r: Contractor: 9812196 Lot #18 2765 Loker Avenue West H PJ KLT Roel Construction Location In Structure: Material Supplier: Pourstrip at line 2 at F.75 Nelson & Sloan Mix Designation: 1345 Admixture(s): WRDA64 Time In Mixer (Minutes): 91 Truck Number: 602 Samples Fabricated By: GP Laboratory Number: 9838 Mark: 1,2,3 Date Made: 08-25-98 Date Received 08-26-98 Date Tested 09-01-98 Diameter, Inches 6.00 Area, Square Inches 28.27 Maximum Load, Pounds 93,000 Compressive Strength, psi 3,290 Age Tested, Days 7 Required 28 Day Strength, psi 3,500 Unit Weight, pcf Slump, Inches: 4 Ticket Number: 724640 Samples Tested By: NH 9839 9840 09-22-98 10-20-98 108,250 128,000 3,830 4530 28 56 Permit No: 97-2728 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 implied. Distribution: (1) Kelly Capital (1) Roel Construction Co. (1) City of Carlsbad (1) Nelson & Sloan 08-25.doc June 9, 1999 Reviewed By: George Gavit, RCE #56564 CoNSTRUCTION TESTING & ENGINEERING, INC. SAN DIEGO, CA 2414 Vmeyard Ave. Suite G F.scondido, CA 92029 (760) 7464955 (760) 746-9806 FAX Mr. Brian Hunsaker Hunsaker Management 1776 l Mitchell North Irvine, CA 92714 RIVERSIDE, CA 490 E. Princeland Ct. Suite 7 Corona, CA 91719 (909) 371-1890 (909) 371-2168 FAX VENTIJRA,CA 1645 Pacific Ave. Suite 105 Oxnard, CA 93033 (805) 486-6475 (805) 486-9016 FAX Subject: Review of Foundation and Grading Plans TRAcY, CA LANCASTER, CA 392 W. Larch Rd. 42156 10th St W. Suite 19 Unit K Tracy, CA 95376 Lancaster, CA 93534 (209) 839-2890 (805) 726-9676 (209) 839-289~E JoB8~J.2196~~lf23 Proposed Carlsbad II PIP Lot 18 Carlsbad Oaks Business Center Hunsaker Development Industrial Building Reference: Mr. Hunsaker: Carlsbad, California Updated Geotechnical Investigation Proposed Concrete Tilt-up Structure Lot 18 Carlsbad Tract Map 10372 Carlsbad Oaks Business Center Carlsbad, California Prepared by Construction Testing & Engineering, Inc. Dated December 23, 1996 Pursuant to your request, Construction Testing & Engineering, Inc. (CTE) has reviewed the foundation plans for the proposed Industrial Building prepared by Himes, Peters, Jepson Architects, Inc. dated September 22, 1997 and the project grading plan prepared by CTE dated September 19, 1997. The review was performed in an effort to identify potential conflicts with the recommendations contained within the reference reports. Based on our review the project plans were found to be consistent with the recommendations contained within the project geotechnical report. The opportunity to be of service is appreciated. If you have any questions regarding our recommendations, please do not hesitate to contact this office. Respectfully yours, CONSTRUCTION TESTING & ENGINEERING, INC. (;?_J~ Rodney D. Ballard, GE #2173 Geotechnical Engineering Manager RDB:kms E:IPROJECTS\LETIERSIBALLARD\L TRS I. IVPD GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION O~T-13:1997 09:04 FRG' HUNSAKER MGMT, INC. TO HIMES-PETERS P.04 ' Carlsbad 972728 October 8, 1997 SPECIAL INSPECTfON PROGRAM AOq_RESS OR LEGAL.DESCRIPTION: -2.765 Loker Avenue West PLAN CHECK NUMBER: 972728 OWNER'S NAME: Hunsa-k.er Development Co.LLC ·~ I, as the owner, or agent of the owner (contractors may I1Q! employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (USC) Section 1701. 1 for the construction p~je~is~ed , · 1JSCSection 106.3.5. ·-Sign~ , -- I, as the engineer/architect of record, certify that l have prepared the following special .: inspection program as required by USC Section 106.3.5 fer the construction project located at the site listed above. /. ~:;...~...a..ail~~~;:::.rlilllilt•:.0-""--..:;..:;...__ ___ _ 1. List of work requiring special inspection: [Xj Soils Co~pliance Prior to Foundation Inspection _[XI Structural Concrete Over 2500 ?SI 0 Prestressed Concrete -0 Structural Masonry D Designer Specified e,,,,,--""""'-•Gnl ·~- KID Field WeJding D High Strength Bolting t] Expansion/Epoxy Anchors D Sprayed-On Fireproofing 0 Other _____ _ 2. Name(s} of individual(s) orfirm(s} responsible for the special inspections listed above: A. Co r ky Ma son, P .0 • Box 16 96 , C h i no , CA 91 71 0 ( 9 0 9 ) 3 91-2 6 7 6 B. Construction Testing & Engineering, Inc.-2414 Vineyard Ave. Su.ite 11 G11 .. c. Escondido~ CA 92029 (760) 746-4955 3. Duties of the special inspectors for the work listed above: A. Structural Cone. over 2500 psi, field welding Exp./Epox~ Anchors B. Soils compliances C. Speciral insp~ shall check in with the City and pr8""oent their c:reden~ls for approve! r;iri~ to beginning work on 1he job site. TOTAL P.04 ,-c ,--C!rity nf C!rarlsbah REQUEST FOR INSPECTION RECORD TIME: lh'.CO 1"?.1:,,2? INSPECTOR _________ PERMIT NO.~ . ...,cb,"-"'--'"i'--'?:-8==--------DATE: \'o4::&:> ADDRESS Q::tCci?S: \ ~ <'-l\.,) tµe s:¼;: REQUESTED BY ______________ PHONE NO. ~::S .. :X,'c(o CODE STRUCTURAL 11 D Ftg/Foundation/Piers (rebar) 12 D Steel/Bond Beam 13 D Shear Panels/HD's (o.k. to wrap) 14 D Frame/Steel/Bolting/Welding (Decks) 15 D Roof/Reroof (Patio) 16 D Insulation 17 D Interior Lath/Drywall 18 D Exterior Lath/Drywall (Nail/Screw) 19 D Final CODE PLUMBING 21 D Underground/Under Floor 22 D Sewer/Water Service 23 D Gas/Test/Repairs 24 D Rough/T opout 25 D Water HeatersNents 26 D Plumbing Repairs/Sprinkler 29 D Final CODE ELECTRICAL 31 32 D Underground/Conduit-Wiring D Const. Service/Agricultural (Temp Electric 33 D Service Change/Upgrade 34 D Rough Electric 38 D Signs 39 D Final CODE MISCELLANEOUS 71 D Set Ups (Mobile Home) 77 D Under Floor Bracing (Mobile Home) D Other-Specify PERSON TAKING REPORT: ________ _ CODE MECHANICAL 41 D Underground Ducts 42 D FluesNents 43 D Air Cond/Furnace Set &J 44 D Rough/Ducts/Dampers ;P-/J-1/fY 45 D Hoods 46 D Repairs f 47 D Fireplace/Chimney 48 D Exterior Appliances 49 D Final CODE 51 D Excav/Steel/Bondin Fence 52 D bing 53 D ElectridCondui 55 D Fence/Pre-Plast 57 D Gunite 59 D Final CODE COMBINATION 81 82 D D , exterior lath, gas test (l 7, 18, 23) 83 D Rao Sheathing-exterior shear (13, 15) 84 D Rough Combo (Ceiling T Bar) (Grid~) (14,24,34,44) 89 ~ Final Combo (19, 29, 39, 49) CODE MASONRY 61 D Footing (Masonry) 62 D Steel/Bond Beam (getting ready to grout) 65 D Retaining Walls Special Instructions:---------------------------------- Ready for Inspection: D Monday D Tuesday 'fl_ Wednesday D Thursday D Friday .~DAM DPM -"'7iE.,./-.lt<-P-e,,._ -,r1.,w,,n~~ L.,-c, ~ -~ -;-u ~--- .,,., • 1' CITY OF CARLSBAD BUILDING INSPECTION DEPARTMENT JOB ADDRESS Zit. '> (v,/:.-t' '·? JJ;/.. CENUS TRACT NO. PERMIT NUMBER PLAN FILE NUMBER q-'7_ l "11 j NOTICE 00788 NO. ______ _ CONTRACTOR D VIOLATION NOTE: READ REVERSE SIDE PRESENT THIS NOTICE WHEN MAKING APPLICATlON FOR PERMIT D CORRECTIONS REQUIRED D PARTIAL APPROVED !) ~:--a..,-.~,,~ ~:// / ")., :., .. ·1 MAIL ADDRESS FOR DOWNER, OR D CONTRACTOR D NO PERMIT-STOP WORK-REMOVE CONSTRUCTION, OR OBTAIN PERMIT AND MAKE ANY WORK COMPLY WITH BUILDING LAWS. (See comments on reverse side regarding penalty fees). D CONSTRUCTION NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK MAKE EXISTING WORK COMPLY WITH APPROVED PLANS AND PERMIT OR REMOVE IT. D CALL PLANING. DEPARTMENT AT 438-1161, CONCERNING VIOLATION OF ZONING REGULATION LISTED BELOW. 0 STOP WORK -UNTIL AUTHORIZED TO CONTINUE BY THE INSPECTOR. 0 CONTACT CODE ENFORCEMENT OFFICER AT 438-1161. CONTACT INSPECTOR AND ARRANGE FOR APPOINTMENT AT 438-3550. D D D CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. l PAY REINSPECTION FEE (See Back); THEN O CALL FOR REINSPECTION AT 438-3101. 0 WORK DESCRIBED BELOW HAS BEEN INSPECTED AND IS APPROVED. L <,:,> r-r.,::: ,It ..... ,eA1:~·1 1 f'?/L,/ ~/"17i v•0 c:'O.MWfl.MA--1 ,,<-;, Z"°,,,v f .,.,_ v,~.,/~.?-..;;7 f1/.i•.1L-I / I ,./27/. c:;;,.,.. :) -1 • -. ,..,.,£. --~ /'/:.... ';,J v'/ ,,, .. , /.,,.;;,// 1,~.,,.,:-; ' ' ., ; -'1 .,.t.. ~ . £.~·!.'-' r"' _.... I ./.. /..,.;/,,<;/r,,,, , .... -c,,..,-_.;,/J .. :c ./<... )-4/~j' ~1 I' _µ" /~'vv/d~ u.1-1-t". ~--::-C b H" *".'"~/.,.~~ ~-,c::;t,.:,.,: :,v1 ;::::, A ~,.t!-(-~--r7; ,~<'---;", t__,.,- !r) ; /V~~ ,;., , .L2e' /PO S-/ L,;V :~ ~fl! .~;.;,//1-,:..·L...) THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN, ____ DAYS. THE CARLSBAD MUNICIPAt CODE REQUIRES PENAL TY FEES WHEN WORK HAS BEEN STARTED WITHOUT PERMIT. r:!!1ME..OFCINSPECTOR (PRINTI -?1/, . ...--., .···· ·,,~ INSPECTOR'S SIGNATURE IN-13 (Rev. 2/86) .,:(,,,:.;',.}:-II.,:/ ,' 1 1l/l ( OFFICE TEL. NO. 7:00 A.M. TO 8:00 A.M. 3:00 P.M. TO 4:00 P.M. MONDAY THRU FRIDAY ' " • ·~ _, ._, ' , ' ¥, DATE BUILDING ELECTRICAL HEATING PLUMBING REFRIGERATION COMBINATION i. I . ' '\ ... .,,,_, . ,,.,•,,·. , f ~ r ~.;:. _:-"_ ~~;-{:-~1-~t·:., . :. , ~ ' .. ' ,, ·-·' ' I -.,B .,. , -,.•, • ''l . __ ,,.,, . . ... , ·(, ·: ·~ .,.,, -BUILDiNG :INSPECT:ION DEPARTMENT GENERAL REQOIREMENl"S · :i-,.·No pers~rt. flrm;or corpciration ~h;II eie~t, cort;tr~~t,' enla~e, :alter,' · . . -r~pair, .n,ove, imP,rove, remove, cgi)v~~. 9r·d~m.ollsh any f:1l!ildlr,ig '9r . · structure in the .city; ·or· cause. the same -to 'be done, '1'>'.lthout -first . oo)ainl~g·a sepefrate-~uilal~g per_n,,it, fo_r eac~;such b.~ildlrigcir strµct~ . , _. ure:from th~ BulldlnEJ··pfflcral. ,L}nrfQrm Bullqr~g Cope:SE:l~,:.30:r. : · · Where .work for· whlc_h a p~rmlt is reqUir13d by, this Code Is stai'ted , · • or, ;ptoce.9e9 wjth priC>f. ,to. obtalril.ng said. P,ermit,, tli13, ·fee SCh!lc;IUIE:l, . establlshed:by,the.clty.shall be doubled,:but.the payment ot:such·'dou" ,ble•f13e s~all.not reliev.e any persons from fl{lly cbmplyihg.with·the.·re-. . qµlremef'lts of. tt)is:Code-lri jhe ex!lgll!iqn of, thE:l. wor)<,n9r·from.ar:iy c:it.he.r-, ·p_enaltle~.,prescrjbed·'herern, Unrform·-Bulldll"!9 Qode'Sec. 304. , 2. '{V!lE:lri th~-Bµ!ldl,ng Qfficlf!!: is~ue.s a, pefl'fll\, h/:l .shall-f3ridorse. In , writing, -or stamp· qn · bqth se.tl! ·of plans·. and .spe<:!flcatlo.ns . '~Approved," Such approved ·plans and specifications sli_a!l· not be . changed,. modified;. Of altered·. With6uf authorization'< -from the · ;Bullcjlngbffh;:lal, ani;l-~11 w'o_rk shall bekdone in accwdan'ct~:w]th the: .. . approved, plans: :Oneniet:of. approved plan!! and l!P.eclflcatrqns.l!lial!· be. ,fe)lirne.il'tq• thE:J -app_llc'ant, _-Wh_(<:ff:set·-,s,hall ,be -l<epf ·_oh_ sugh building or work at all -times durrnll· which. the work authorized . thereby ·1s, In pr.ogres~, U,nlform ·Elliildrng Qode Sec. ·303. · ~-A buli~lrig perrriir:~ha)I expjre an~ib'ecomeiriull'anciyold ·If the build~ . ·. lng,orworl<,aµttismze.~:by such perm[! ls-m;,t ~ommE!nced·wlthln ,1~Q : ·, days ,fr9m· \he, date,of ,JssuancE! -or:lf tpe-bulld11"!g · or, work -~utt)om;e,d- . -by su9h permit-is suspende.~tor.ab.ando~ed at.any-time. after the work· .. -is gomrnl:!11ced for a perlod.gf i !JO gays. pniforrn·Bldg:. Code:Sec .. 3~3. . ~. No· work shall .be do.nii" on_. any· part. of the 'build1hii1 or structure .'.. beyond the poi,nt :ind!1;ated .. in ~a!)tJ SUCessiye· irispe9tlQI'). WIJnout · ·flrsf'o!>talnlrig_.the wr,jtten-approva1,_9f.the _Bµj[dil"!g Official. Uniform· Building· Code Sec. -305. . • , . .. 5·. -Wheoe~jir_any·b~lldlng work ls,being,done qontrary'to1the-provl!!l6.n ·. · · ofthis Code; -the· Building Official :n\ay, order the,wqrk stopped,:anc_l . · eil"!Y. such-persoris-.s,hall, fortliwith._stop sucij. \york until.,au\horlzed by .. _ ·tl)e. Bulli:ting Offiblal .\o. proceed· With th!l work., Uplform Bt1lldlng•. . Coge' Sec. 202. . · · ·' · · · . ,;-.' 6 .. No electric wiring, devices, applla~ces or . eqfop~ent sh~II b~ ·. installed wl~h.ln or ,c:i.ri any bi.lilc;!Jng, structur~ of ,pren\Jsej iior stiall · ariy· alteration 9r :a!'Jdi!lon be. made :lh' anY s~gh _exl~tlng. ·wlrl~'Ei,: .-devices;. appliances-or .equlJ)ment without first: securing a ·permit' .. therefor, ffo. )Ii~ l.nsJ?ec.~lon Qepf![!rj'l.~nt E:1J\qE:1pt·.~~,!)lat~q:r11 Qrd •. No. · N527:,Jn·a lon,to any other·p·enalty:provided,ln:thls Article for.vlola-: tlcins . . . ' . ' _ani persori who has done. any electrical work without •· ,peirrnit ·a~:requlred1bx:t.his Article,. O~'Who:fias-,causecr any, such work·· . to b·e done,-wlthout a:•perrrrit,.shall pay.a· Penalty:Fee 1n:addltlbn to.the· · •f(lgUlar''p~rmit fee-for lnspec\lon ·of such work. . , . . . _-. . , . 7-;' No ph,imbitJ~ syst~;,; for part' ftiereof reguiated:by;il,1~ .Code'.siia1i be. . _installed,\Yithln oron:ariy bulld_ing, strl}ctµre,.(!r'.pr1=1rrilse!l,. f!Of.!!hall arjy·. , · . · -alterat,lon, :add!tion• ior ·r!i!P.1!\qement,. ·be .m.ad~ __ ,ln .. ,,my._ ,suc.h ·; : · _,existing plumbing system, unless -a permit therefor,· lias-first.been · · lssuea by the lnsP,E:Jctlon 'Department ~xcept·!:IS s~,etnl'!,~,rd •. Ng.1;11 oi:i, · -8.: No lie.atjrig,~eniil~tlrig, air i::qnc:litlonlng, or·r~lrlger~tlon sysi~~;or:p,~i't tljereo( l!hf!]I be Installed, altered, replaced;,or repalred·unless a per- , · · ,riljt: ,th~iefor, .has :first. •been. issued' by· tfie 'inspectlpn'-Depanm·em, ,excep!· as ~lated· In· Ord. -!'Jo .. 8108: •. 9, ;1;1etns_pect1qns,. A~re!r:isµ,ectH:m .tee,may. !le.;iissesse~, t9r, eacni1nsµ·ec-. · '. ~ :t1on. or:relnsp_ect!ol"!·when suc!Fportion of work:for which, Inspection . iscalled·ls,n,ot,complete,or ,when. corrections calleiff<ir are not,miide ... . : Reinspectio~ 'fei3s;m~~:be.assesitichvhen the pe~m,t'.c:ari.rl~ np{~;t :.., •. - -perly· posted ·on. the work site, the· approved plans. are. not .readily'.. . '. . avall~~le fo \he, i~spe_cJIQn; fqr,,falllir~ to;provlde,'ficbe~s 01) t_~e, d~ie ' · for=YJlirc,h lnspectrgn·ls,reqyested, o~·for·devlatlng froro.:plans,requh", ,_rng, the ~PPfOyal of-_the.Burldlng Qf(rcif!I .. · . : , : " , , · , , . .•. in-fnsiand~~wher~·reinspeptlon fees have. be13n•ass~ssed hoiaddi-- . tlona{:irispeqtion of. t_he y.,9rk ~)II.be pefforrr\e,d untlrt6~_.regulreicf.fees . ·· . , l1ave·<bE:Jen--1?ald. ,Excerpts 'fro!'!) U.B:C. ~ec.: 305." ' _ 1 _: ·• , • .. : :·, .: • ' t . ' , • :r ,1, 1p1.£Asi: oiREct maUiRil€s RE.GARi:>1NG ·Reou1REMENTS· FOR oe1.A1N1~0 :A.'PERM1r . . . -. . -TO T':IE PEF,IMI_T-COUNTER, .4_3o;l161 " . ··.~ ,, " ,, -·-"' . . ' ,, . · ·1·. Appl_ications for pernilts·arj! proce_s!led·at 2075·1.as'Palm!:lir pr.-permlt . . appllcat!ons \lr~ rio_t ·\lqcepted. via mail'.'l'>'.ltliout ·prior arr;mg(lr,:i~nt. TheJnformaiidi'l ldentifled1in'items.2:& 3 below must: be··submltt~d.-at t.he time qf .. applicatlo11 for p!)rmit... · · • . · · · . ·: 2. 'Th~ Stat~. of California labor· Co'de Section 3800-marida'.tes;that no· . :pef~ori, owner or contractor shali'employ ariy"persol1, lri any rria!iner, , 'rn conjunctloriwitt):a,consfructlqn·project for whjch:a:permltls requl(ed-. . u11l.ess·sll9h·errtployer shallif,lrst·h·a11e·1n·force-a, Workmen's,oomp$n· . • s~\id~.,lnsut!!n¢e .Pqliqy. . · . . . • , . _-· : · (a)· AC!lrtiflcate.of·lnsurance, as.require~ by State L$or Code '$~ct!on :. 3800, ·must:be.presented-P.rior to the Issuance.of required permits , .• ·,,unless· s4ch certlflqate: is alrea.dy: ,ori :1110 with ,the: Bullc!lng: . · -Inspection Department.. · · · ·,(bj l_t is'~xtremelr imP,prt$nfthatth~·Certlflca.t,e of,l(lsµrance,b~ !ssµe~ •. · . to_the-Olty o Carlsba_d a_nd·m_ust contain.a clau~e stat(ng,t~al:ln . ·. ·tlie-ev~nt the lnsuranc~: 'll Cf!ncell~'c;I •. 1 o ·days wrqr no\rce wrl! ·be·.- . . ,liiven .to .. the' City of·:carlsb~d. · · · · : · (c) 'The requirement for •presenting evidence of Workmen'.s Coni-pen·satlbn insurance coverage 'Is ,waived. for the property owner' · who ts performing all worl< himself, and also for contractors who ,do . riot employ qJher _per,~o.n_s tc;> pe.rf9rm any w9t_k. A ' .. ••• '" n "' " ••• 'Cerliflcale -df: non-employment:· musi 'be signed, and. owner'· . verification fc;>[m. cpmpleted; . :by_ :~he . pr.oP,erty' •OWl')e,r 'wtlen, .. _ :maklng;1appllcatlon. for any -typ~·per01lt · ,. · . :,.: 3.1_n:~~dlt1on ·tq-,the requirer:ne:nt oi iteriJ -~ o! 1H1s ~9!16n, 'it wui-:b.~ .. neces!)ary,.to pro_vlde,.the follpwlng '1rif9rmatlon:1Nt,en'.supmltflng a1Plan, ·Ch!3¢k. Application. · . • . , · . . ·(a)-'-the 'legal, descrlptlon•of the property·.'(lot:.nurr\ber,,block:mumber; and-name qf:si.l~alylslon)'.. .· '·.. . ·.. .. ;· : . ··· .. ' .. • _:(<b) ~q plo! pla:~.~;ihrE:le:ifconimerclal .progerty, drawn,to !IQ~i~; whlch : · ind1cate,the·followlng: · · · :· · . · · ,' . (j). s~~pe a,l"!d slie. (dimeo!liOl')ed Jenglh~ i>f 1qt 'b,oLinda;!f!s)';oi . · the'property. .. . · · , · · · ·. · . . ..-· (2) ·.shape· .an_d, s1:i:e of all .buildings ptesentfy · .on· .the: -161 · ' lnc!u~lhg 'the _:proposed· corisfructlon-re'tjUe~fed :by .t_hls .,·,: ,_· , p,ermlt appllcatron, and . _ · ·. · · .. ,. ' .. ''(3),'the location (dimensioned distances)' of ,all ;buildings from : · adjacent property lines and·from ·each oth(lr:. · (c) ·:rwo s9.tS of cb~str9ction P18ns drawn·to scaleiwhiCtii'ol8arly sho_w " · .. ·--~ · ', ' · · ·that.the proposed:work will·confcirm with tbe·requlre.me_nts bf the • Ci\Y pf· Carlsbad. Three sets lf.comm!3rc)al proP,eflY.. ·. ,. . , · l' , ' " .~\ ,'..": •• < '>..·. DATE: December 31, 1997 JURISDICTION: Carlsbad PLAN CHECK NO.: 972728 EsGil Corporation Professional Pfan !R._eview 'ETTflineers SET: IV PROJECT ADDRESS: 2765 Loker Ave. West {:]~NT ~ CJ PLAN REVIEWER CJ FILE PROJECT NAME: Carlsbad II P.I.P. Hunsaker Development Industrial Building D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. IZ] 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. D 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. D The applicant's copy of the check list has been sent to: ~ Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant ~hat the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: Fax#: Mail Telephone Fax In Person Ne.~ ~ ~~ -¼ (a'~ ~ REMARKS: Applicant shall provide a "Special Inspection Program" for all items shown on the REQUIRED SPECIAL INSPECTION table on sheet A1 .1 to the Building Official. By: Sergio Azuela Esgil Corporation D GA D CM D EJ O PC Enclosures: 12/23 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 ,/ DATE: November 7, 1997 JURISDICTION: Carlsbad PLAN CHECK NO.: 972728 EsGil Corporation Professionaf Pfan ~view 'Engineers SET: III PROJECT ADDRESS: 2765 Loker Ave. West D__Ae8U.QANT ~ D PLAN REVIEWER D FILE PROJECT NAME: Carlsbad II P.I.P. Hunsaker Development Industrial Building 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. IZ] 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. IZ] The applicant's copy of the check list has been sent to: R. Brian Hunsaker 17761 Mitchell North, Irvin~, CA 92614 IZ] 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. Person contacted: Telephone#: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person D REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation D GA DCM D EJ D PC 10/30 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 972728 III November 7, 1997 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2765 Loker Ave. West DATE PLAN RECEIVED BY ESGIL CORPORATION: 10/30 REVIEWED BY: Sergio Azuela FOREWORD (PLEASE READ): PLAN CHECK NO.: 972728 SET: III DATE RECHECK COMPLETED: November 7, 1997 This 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 disabled access. 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 Departm~nt or other departments. 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. A. Please make all corrections on the original tracings and submit two new sets of prints to: Esgil Corp. or to the bldg. dept. of the juris. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. 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 on the plans. Have changes been made not resulting from this list? DYes DNo Carlsbad 972728 III November 7, 1997 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential proj~cts). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculatioristreports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 17. Please revise the plans to show the minimum recommended reinforcement at the continuous foundation (2-:/f. S's T & B-total of 4). 19. Provide a letter from the soils engineer as required in the original correction. See original correction list. 21. Please. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS SOILS COMPLIANCE PRIOR TO YES SOILS REPORT FOUNDATION INSPECTION STRUCTURAL CONCRETE YES S-PLANS OVER 2500 PSI FIELD WELDING YES S-PLANS 22. Applicant shall provide a "Special Inspection Program" to the Building Official. If you have any questions, please contact Sergio Azuela of Esgil Corporation at (619) 560-1468. Thank you. DATE: October 27, 1997 JURISDICTION: Carlsbad PLAN CHECK NO.: 972728 EsGil Corporation Professiona{ Pfan !l{f.view 'Engineers SET: II PROJECT ADDRESS: 2765 Locker Avenue West D PLAN REVIEWER D FILE PROJECT NAME: Carlsbad II P.I.P Hunsaker Development Industrial Bldg. 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. D 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: R. Brian Hunsaker 17761 Mitchel North, Irvine, CA 92614 1:8:1 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. Person contacted: Telephone #: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person IZ] REMARKS: Sheet A1 .1 was the only sheet included as set II. A plan review was not done. For a complete plan review, provide three complete sets of plans (as indicated on the original check list correction # 1) and responses to each one of the corrections. By: Sergio Azuela Esgil Corporation 0 GA O CM O EJ O PC Enclosures: 10/16 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 .• DATE: October 8, 1997 JURISDICTION: Carlsbad PLAN CHECK NO.: 972728 EsGil Corporation Professiona{ Pfa:n !l(.eview 'Engineers SET:I PROJECT ADDRESS: 2765 Loker Avenue West PROJECT NAME: Carlsbad II P.I.P. Hunsaker Development Industrial Bldg. 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: R. Brian Hunsaker 17761 Mitchell North, Irvine, CA 92614 ~ 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. Person contacted: Telephone#: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person D REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation ~ ~A DCM ~ EJ 0 PC 9/29 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 972728 October 8, 1997 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 972728 OCCUPANCY: B, F-1 & S-1 TYPE OF CONSTRUCTION: VN JURISDICTION: Carlsbad USE: Industrial Plant Office and Warehouse ACTUAL AREA: 89,391 SF ALLOWABLE FLOOR AREA: Unlimited STORIES:. 1 + mezzanine HEIGHT: SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 9/24/97 DATE INITIAL PLAN REVIEW COMPLETED: October 8, 1997 FOREWORD (PLEASE READ): OCCUPANT LOAD: 544 DATE PLANS RECEIVED BY ESGIL CORPORATION: 9/29 PLAN REVIEWER: Sergio Azuela This 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 departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1994 UBC. 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 UBC) comforw.dot Carlsbad 972728 October 8, 1997 • GENERAL 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 2. Provide the names, addresses and telephone numbers of the owner and the responsible design professionals on the Title Sheet. 3. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed 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. 4. Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained. 5. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1994 UBC, UMC and UPC and 1993 NEC. • SITE PLAN 6. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." 7. Clearly designate any side yards used to justify increases in allowable area based on Section 505. Show it on plans by hatching over the are covered or show the perimeter line around the building. Carlsbad 972728 October 8, 1997 • INTERIOR WALL AND CEILING FINISHES 8. Provide a note on the plans or on the finish schedule, stating, "Wall and ceiling materials shall not exceed the flame spread classifications in USC Table 8-8." • EXITS 9. Note on the plans: "All exits are to be openable from inside without the use of a key or special knowledge." However for the main exit only, in lieu of the above, in a Group B, F, Mor S occupancies, you may note "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS." This signage is only allowed at the main exit. Section 1004.3. • STAIRWAYS 10. Handrails: Note: Where access for the disabled is necessary, Title 24 requires handrails on both sides to extend 12 inches beyond the top nosing. Please clearly show it on plans. • PLUMBING (1994 UNIFORM PLUMBING CODE) 11. Provide complete water line sizing calculations, including the water pressure, pressure losses, water demands, and developed pipe lengths. UPC Section 610.0 • GLASS AND GLAZING 12. Specify on the window schedule the glass type and thickness to show compliance with Table 24-A and Graph 24-1. 13. Glazing in ·the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. b) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. Carlsbad 972728 October 8, 1997 c) Individual fixed or operable panels, other than those locations described above, that meet all of the following conditions: i) Exposed area of an individual pane is greater than 9 square feet, and: ii) Exposed bottom edge is less than 18 inches above the floor, and: iii) Exposed top edge is greater than 36 inches above the floor, and: iv) One or more walking surfaces are within 36 inches horizontally of the plane of the glazing. d) Walls enclosing stairway landings or within 5 feet of the bottom and top of stairways where the bottom edge of the glass is less than 60 inches above a walking surface. • ROOFS 14. Specify on the plans the following information for the roof materials, per Section 106.3.3: a) ICBO approval number, or equal. 15. Specify minimum 1 /4 inch per foot roof slope for drainage or design to support accumulated water. Section 1506.1. Please clearly specify the roof slope on plans. • FIRE EXTINGUISHING 16. Note on the plans: "When serving more than 1'00 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 904.3. • FOUNDATION 17. 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. Please provide a copy of the Page 16 (Page 16 is missing on the copy provided). 18. 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. Carlsbad 972728 October 8, 1997 19. 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. 20. Specify size, ICBO number and manufacturer of power driven pins. Section 1701.7. • FRAMING 21. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS SOILS COMPLIANCE PRIOR TO YES SOILS REPORT FOUNDATION INSPECTION STRUCTURAL CONCRETE YES S-PLANS OVER 2500 PSI FIELD WELDING YES S-PLANS 22. When special inspection is required, 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. Please complete the attached form. • MISCELLANEOUS 23. Guardrails (Section 509.1 ): Please show it on plans at the mezzanine or show if a wall shall be installed: a) Shall have a height of 42". b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-8. c) Openings between railings shall be less than 4". 24. Note on the plans that suspended ceilings shall comply with UBC Tables 25-A and 16-0. Also provide a suspended ceiling plan. Carlsbad 972728 October 8, 1997 • TITLE 24· DISABLED ACCESS 25. Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access requirements may be more restrictive than the USC. • ADDITIONAL 26. Please delete all details and specification that are not directly applicable to this particular project. (detail 9/SD-1, etc.). 27. Please revise the callouts for structural details [See 21/SD-4 and 22/SD-4 they are not on plans , however they are callout on the Roof Framing Plan between grid lines (M,2) and (Q, 1) and details 20/SD-3, 22/SD-3 on (M, 7+) and (K-,8)]. 28. Please revise the connection details for the joints between panels to show compliance with Section 1916.2.4 for effects of forces transmitted due to shrinkage, creep, temperature and elastic deformation. 29. Provide calculations for brace frame connection details 18/SD-2 and 5/SD-6. Section 2211.8.3.1. (Shouldn't the welding on 5/SD-6 be the same 12" as in the 18/SD-2?). 30. Please clarify why the chord member on panels 8 to 13 is shown to be 4-# 8 in addition to the recommended 5X31/2X5/16 ledger. 31. Provide complete details specifications and structural calculations for the moment frame connections. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 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: (J Yes CJ No Carlsbad 972728 October 8, 1997 The jurisdiction has contracted 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 Sergio Azuela at Esgil Corporation. Thank you. • ELECTRICAL PLAN REVIEW • 1993 NEC • PLAN REVIEWER: Eric Jensen 32. Detail on the plans the minimum clearance "in front of" the main service. The plan scales 8', which is correct. The architectural sheets do not show the room, however, leaving the exact width to speculation. 33. Note that the pull-section taps are factory installed, field installed per factory specifications (available at the site), or to be certified by a third party (NRTL certified) testing laboratory. · 34. The grounding system is shown to the 200 ampere meter. In reality, the primary connection should be made in the "future" distribution section with supplemental sizing·to the 200 ampere service. Show these connections on the single line diagram. Note: If you have any questions regarding this electrical plan review list please contact the plan reviewer listed above at (619) 560-1468. To speed the review process, note on this list ( or a copy) where the corrected items have been addressed on the plans. • PLUMBING (1994 UNIFORM PLUMBING CODE) 35. Provide complete water line sizing calculations, including the water pressure, pressure losses, water demands, and developed pipe lengths. UPC Section 610.0 · '· Carlsbad 972728 October 8, 1997 DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS The following disabled access items are taken from the 1995 edition of California Building Code, Title 24. Per Section 101.17.11, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities as follows: (1) Any building, structure, facility, complex, or improved area, or portions thereof, which are used by the general public. (2) Any sanitary facilities which are made available for the public, clients, or employees in such accommodations or facilities. · (3) Any curb or sidewalk intended for public use that is constructed with private funds. (4) All existing accommodations when alterations, structural repairs or additions are made to such accommodations. NOTE: All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24. • DISABLED ACCESS PARKING SPACES 1. Revise plans to show that at least one in every 8 accessible spaces are served by an access aisle ;?:96" in width and designated as VAN ACCESSIBLE, per Section 11298.4.2. All such spaces may be grouped on one level of a parking structure. Please clearly show it on plans. • CURB RAMPS 2. Revise plans to show that curb ramps shall be constructed at each corner of a street intersection or where a pedestrian way crosses a curb, per Section 11278.5.1. Please show the curb ramps on the Site Plan and cross reference the Handicapped Notes for the construction compliance. • ENTRANCES AND CIRCULATION 3. Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and between the building and the public way, per Section 11148.1.2. Please clearly show on plans the accessible routes of travel. END OF DOCUMENT Carlsbad 972728 October 8, 1997 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: ______ OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed __________________ _ I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Signed _________________ _ 1. List of work requiring special inspection: D Soils Compliance Prior to Foundation Inspection D Structural Concrete Over 2500 PSI D Prestressed Concrete D Structural Masonry D Designer Specified D Field Welding Engineer's/Architect's Seal & Signature Here D · High Strength Bolting D Expansion/Epoxy Anchors D Sprayed-On Fireproofing D Other _____ _ 2. Name(s} of individual(s} or firm(s} responsible for the special inspections listed above: A .. ------------------------------- 8. C. 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. Carlsbad 972728 October 8, 1997 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 972728 PREPARED BY: Sergio Azuela DATE: October 8, 1997 BUILDING ADDRESS: 2765 Loker Avenue West Industrial Bldg. Hunsaker BUILDING OCCUPANCY: B, F-1 & S-1 TYPE OF CONSTRUCTION: VN BUILDING PORTION BUILDING AREA VALUATION VALUE (ft. 2) MULTIPLIER ($) Industrial Bldg. 89,391 24.00 2,145,384 Air Conditioning Fire Sprinklers 89,391 1.70 151,964 TOTAL VALUE 2,279,348 ~ 1991 UBC Building Permit Fee D Bldg. Permit Fee by ordinance:$ 6,099.50 ~ 1991 UBC Plan Check Fee D Plan Check Fee by ordinance: $ 3,964.68 Type of Review: ~ Complete Review D Structural Only D Hourly D Repetitive Fee Applicable D Other: Esgil Plan Review Fee: $ 3,171.74 Comments: Sheet 1 of 1 macvalue.doc 5196 ) t City of Carlsbad M § h· • i 04§ Ai h· 1 •24 ·Ei I I; ,i§ U I DATE: I 0-b -92 BUILDING ADDRESS: PROJECT DESCRIPTION: BUILDING PLANCHECK CHECKLIST PLANCHECK NO.: ;2 7.ts: t-ok.()r M. LJ?.s, ASSESSOR'S PARCEL NUMBER: 1-D9-0 81 -IX EST. VALUE: ENGINEERING DEPARTMENT APPROVAL DENIAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided 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. Please~ s~ attached report of deficiencies marked wi D ake necessary corrections to plans or speci ons for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. A Right-of-Way permit is required prior to construction of the following improvements: '--'--v Date: lo/t/cn 1 1 ~7 l/ / IJ/'11 I I FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: By: Date: L 2 / 7 ATTACHMENTS Dedication Application Dedication 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 ENGINEERING DEPT. CONTACT PERSON Name: David Rick City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Phone: (619) 438-1161, ext. 4324 CFO INFORMATION Parcel Map No: #--/0172- Lots: Recordation: Carlsbad Tract: A-4 \\LASPALMAS\SYS\LIBRARY\ENG\WORD\DOCS\CHKLSTIBulldin Plancheck Cklst BP0001 Fo d c Rev.913197 2075 Las Palmas Dr.• Carlsbad, CA 92009-576 • (619) 438-1161 • FAX (619) 438-0894 ' ., . . ' 'ii ·, .f', '• --~ J3UiLDING PLANCHECK CHECKLIST SITE PLAN . ~~"' ·, .~\ · Y.' 'Proliide a folly dimenSione~ ·site plan drawn to scale.. Show: · . -~ :/'. \ t 1. (' ~ : -·' A. NorthArrow ,r , • , s: Existing·~-Proposed<St~iictures . C, Existing Street lm_prover:nerits,' I ,, D.. Property. Lines · E. Easements · F. ,\ Right-of-Way Wic:Jth & Adjacent Streets. G. Driveway widths ,·,1· -. \ . -. @ ci ~-S.how on. ~ite plan::. 0 ' ," t A Drainage. Patterns . :_ . 1=. Building.pad surface dr~ihage.must maintain a minimum slope of one percent towards :an ac;ljoining· street or an approved drainage course .. 2. ADD THE FOLLOWING NOTE: "Finish grade will' provide a minimum positive _ drai,n~g¢ of 2% tq• swale o' away .front building." . B. Existin:g & Proposed Slopes ano Topography , ... ~· CJ 3. Include on title .. sheet: A. S.ite ac;ldress, .;. . ,·· .... 1• r \ ., ; \ \ 1 8. ASsessor's.ParceH-:Jumber ' · C. l,.egal.:Oescription · Ft:>r comrnercial/indti~tri~I buildings and· tenant improvement projects, include: totar building. square footage. with the square footag~ for· each ·different, use, \ rxi~tl,ng ~ewer permits showing :~quar~ footage of different us13s (manufacturing, , w.aren0Lise, offiqe, etc.) previoµsly approved. . . , . ·EXISTING PERMITNUMBl;R DESCRIPTION .·' DISCRETIONARY APPROVAL COMPLIANCE . . . 4b .. All :cohditibn~ :are in compliance.. bate:---,.-----,.------ llli\SPALMAS\SYS\LIBRARY\ENGIWORD\DOCS\CHKLST\Bulldlng f,'lancheck Cklst seooo1 Fo,rin DR.doc '·2 -. Rey. 9/3197 . . Jr . ··-.t~ ,, ( 1 sr.r 0 0 0 0 0 BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain 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 dedication 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 6a. All needed public improvements upon and adjacent to the building site must be 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 checklist 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 to issuance of building permit. Improvement Plans 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: \ILASPALMASISYSILIBRARY\ENG\WORDIDOCS\CHKLST\Building Planchecl< Cklst 8P0001 Form DR.doc Rev. 9/3/97 3 1st.r 2nd,/ 3rd{ ,Q, a 0- q a 0 a a / ,ef'' Cl' a a Cl- a, ti a 0, a --, ~---:-~, ' 1 't:.,' .:-,-·\<-"}', . . . ,f .... ' . ,· 13UILDING PLANCHl;CK CH!=CKLIST 6c.-Enclosed plea.$e find· your Future Improvement Agr$em~nt.. Please return •_ agreement $igned: anci notarized to the Engineering Department. --Future Improvement Agreement completed by: Date: 6d. No Public, Improvements -required. SPECIAL NOTE: Damaged or defective -improvements found adjacent to building slte must be repaired to-the satisfaction ,of the City Inspector prior to ·occu_par,cy. -, , , GRADING PERMIT REQUIREMENTS ''The conditions that invoke :the need for a grading permit -are found in Section 11.06.030 of the Municipal Code·. 7a. Jnadequate information 'available on Site Plan t_o make a determination on grading requirements. Include acc;Lirate grading q1.,1antities (cut, fill import, export). Write "No Grading" on plot plan, 'if none is required. , 7b. Grading Permit required. A separate grading plan prepared by a regi$fered Civil'· _Engineer must be -subrriit~eq together with th~ completed application form attached. NOTE: The Grading Permit must be 'issued_ and rouq_h _ wading ~pproval obtained prior to ·issuance of a Building Permit. -_-Grading 'lnspe~tor sign o;ff by:, Date:· ..;....;..----'----'-------'-,-- 7c; Graded Pad Certificatlonrequfred. (Note: Pa.d certification may be required even if a grpding .permit is -notrequfred.) · 7d. No Grading Perm-it ,reqyired. _ p.Pr ~"-J 2 'f '!t ' ' ' · ?e. If grac;ling. is n9t required, write ''N.o Gradirig" on plot plan. MISCELLANEOUS PERMITS 8. ,A RiGHT ~OF-WAY ,PERMIT 1is' requireq· to do_ work in City Right-of-Way and/or --private work ,ad)acenftp 'the public -Right~of,.W~y. Types of work include\ but are not limited to-:_ 'street ifnprovernents,:··-tree trimming, dr.iveway-cohstr:uctitm, tieing · into-public storm drain, s~wer and waterutilitie.s'.· Right~of-Way, permit required for: _, \\LASPALMAS\SYS\LIBAARY\ENG\WORD\DOCS\CHKLSnBulldlng Plancheck Cklsl BP0001 Form DR.doc_ 4 ' _ Rev.·9/3/97 --· - BUILDING PLANCHECK CHECKLIST 3rd.I 0 9. A SEWER PERMIT is required concurrent with the building permit issuance. The / fee is noted in the fees section on the following page. rz{ 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: ltJ / l-b/ er7 ' I 11. NPDES PERMIT . Ft 1+-.{rJ A.1111 t ..!,.(_ l II r tt--lle..t ,\. "'II 1'/\ let"J 'Jb ftl)rn . Jr<\.l"-J. ~">d"" /oa..h'r.r.....__ of-e .... c~ l11t~t G\'1 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 ,r1,.A. qr"cJ.,,) 1tt'A~ ..,; f'i--- r, ~ ~ the City Engineer prior to issuance of grading or building permit, whichever occurs first. 12. ~equired fees are attached 0 No fees required 13. Additional Comments: Ii") ...f-,, tC.-,, V/. I yee.. Q Cw\-c h bq!: I\ set. \\LASPALMASISYS\l.lBRARY\ENGIWORDIOOCSICHKLST\Bullding Plancheck Cklst BPDD01 Form DR.doc Rev. 9/3/97 5 , ----~-· -~-- ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant. D Calculation based on building plancheck plan submittal. Address: 2 7 65" l--of<..er Av-e. w-es;-Bldg. Permit No. [(;> q7. 2 728 Prepared by: J) , P-~c k Date: to/ 6 /ct, i Checked by: J). R~ct,.c... Date: ----- EDU CALCULATIONS: List type's and square footages for all uses. Types of Use: -------Sq. Ft./Units: ------EDU's: / J. egg . '8 'I) '3q J Wor@l.\13JJe: -= J 7. '3'if £0 IJ) .FOoO ADT CALCULATIONS: List types and square footages for all uses. Types of Use: -------Sq. Ft./Units: ------ADT' s: _Lf---'l.f__,__7_ war-""10.,.s.€. ::.-J:ra~o )( '89,391 = 4 L/7 t1-Df1 FEES REQUIRED: PUBLIC FACILITIE$-"FEE REQUIRED: ~S D NO (See Building Department for amount) WITHIN CFD: C9"YES (no bridge & thoroughfare fee, reduced Traffic Impact Fee) D NO {1/rfJ 1. PARK-IN-LIEU FEE PARK AREA: ---- / FEE/UNIT: ____ _ i!f' 2. TRAFFIC IMPACT FEE X NO. UNITS: __ _ =$ 9::: ' ~NITS: l/t/7 N/(3_ BRIDGE AND THOROUGHFARE FEE X FEE/ADT: _2_2.-__ =$ C/ff o 4: / ADT's/UNITS: CY 4. FACILITIES MANAGEMENT FEE X FEE/ADT:. ___ _ ZONE: ____ 5 _____ _ =$ fir / UNIT/SQ.FT.: <is ql 3:11 X FEE/SQ.FT./UNIT:_,_tf_O __ =$ 3~75b ; cg/' 5. SEWER FEE PERMIT No. 5g·q 7,.. } 7.(,I EDU's: / Z. 8t X FEE/EDU: /, 8 /O BENEFIT AREA: _G ____ _ . ~· DRAINAGE BASIN: '5f;.. / EDU's: J7. ~ ~ ef 6. DRAINAGE FEES PLDA e ACRES: 5: lf 7 f{fi(' 7. SEWER LATERAL ($2,500) X FEE/EDU: 7-b HIGH )( /LOW __ _ X FEE/AC: ~ 5} ~ ( =$ J-Z, 3b 3 =$ l·3S-? =$ 301 Jf.D I =$ if 7 ~ ziq/ o..c~J + , Z. Lf'/ 'l '¼ c.Nj of t, .. If S'1v-L#--f-TOTAL OF ABOVE FEES*: $ Jo Cf. S:ZI :, ). Lf 7~c-*NOTE: This calculation sheet is NOT a complete list (?fall fees which may be due. Dedications and Improvements may also be required with Building Permits. P:\DOCS\MISFORMS\BP0002.FRM REV 01/22/97 City of Carlsbad I #iit~iiit441 iii~l-l4•kiii; ,t§iil Date: 5/26/98 To: COBC Parcel 18 L.L.C. 4510 Executive Drive, Plaza 5 San Diego, CA 92121 RE: Permission to grade on property located at 2765 Loker A venue West and more particularly described as Lot 18 of Carlsbad Tract No. 74-21, according to map thereof No. 10372, filed in the Office of the San Diego County Recorder April 13, 1982. In accordance with Building Plan CB 97-2728, on file with the City of Carlsbad Building Department, the City finds that (1) a grading permit is not required for grading of the aforementioned property per Section 15.16.060(A)(8) of the Carlsbad Municipal Code and that (2) all issues from all departments concerned have been satisfied regarding said application for building permit with the exception of obtaining graded pad certification. Therefore, authorization is hereby granted to COBC Parcel 18 L.L.C., property owner of the above described property, to grade said property in conformance with Building Plan CB .97-2728. As a condition of said grading, the person or company doing the grading shall maintain all safety and erosion control measures until the grading work is complete and stabilized against erosion in accordance with City Standards. Sincerely, Associate Engineer c: Engineering Department -Inspection Division Building Depart111ent -Inspection Division 2075 Las Palmas Dr.• Carlsbad, CA 92009-1576 • (760) 438-1161 • FAX (760) 431-5769 ®· ~,~ ~~ ' c-... c:.... c-... ii ~ ~ --..:: I ~ -~ S! .$ "' "' Cl Cl Cl ~ ~ ~ ill w ~ >, >, >, .0 .0 .0 ~ N "' 'It 'It "" -"' -"' '-' '-' '-' (l) Q) Q) .,:;_ ,,:;;: ,,:;;: u t) t) C: C: C: "' "' "' c::: a: a: ~ ~ g PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB j ?-~2 2 (J Planner E. . 6 Li} G}< ~ Ll,l{AI APN: 2{)'-{-0'p)-/% Address Lp /<u t/v Phone (619) 438-1161, extension Type of Project and Use:jfcpt/JJ1t-5L BLpf Project Density: . _ Zoning: e .. ~ General Plan: f-I Facilities Management Zone: _.-1 __ _ CFD~out) # __ Date of participation: 5-7-4/ Remaining net d~v acres: fr ~eOne · +, - {For non-residential development: Type of land used created by this permit: tJ f c} J I\/ P!M'L / l.d t ff:S ) J ' I Legend: IZI Item Complete (D Item Incomplete -Needs your action Environmental Review Required: YES / NO __ TYPE (I~· {2_ D #/, f DA TE OF COMPLETION: · <Z -} 3 -1 o/ Comp!iance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES V NO TYPE f / f APPROVAL/RESO. NO. f. p. LT/( DATE 1.,.. J b -~ '/ PROJECT NQ. ff/ <J?-0~- OTHER RELATED CASES: _________________ _ Compliance with conditions or approval? ~tate conditions which require action. Conditions of Approval: /1t--od 6 : J l/ 3 'J/K.~ 11~12-1~)s ·. Ii-{ Coastal Zone Asse·ssment/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 Exempt): Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" {at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. . ...J ~ 'h,t bll· .~ w:' ' ' . · lnch.i$ionary Housing, Fee ·requitt,:!d:, YES. NO (Effective. date of,·lnch:isionary.H_ousin1tOrdin.anc:~ -May 2h 1,9'93,)\ · · . Data Entry Completed'[ Y1ES, , ·. NO .· . · . , .. , (Eptl;l~ CB !I,; UACT; Nl:XJfa; Sonstruct hoi'.fsing Y,/N;, ~ntet l:,ee An'lo\}nt (See fee schedule _for amo~nt); Return) ' _.., . ; ~" ./'-, -~ ... .. '. Site Plan:· .. ,.•• I 1 .. Prov:ide· a ·tully d~mensi,pQ~I s,it.e::1·µ,lari :,drawn to scale. Show: North arr:ow, property lines, e~sements;\ ~x,isting' ,and .proposedl .s;tructlires,,,., stree,ts., existing street'. ·improventents·, tigtjl~of.'.:W~y width,. dimens'ional .setpac,ks. ana existi11g topogtaphip~I -line·s.! .... ~ . -, .. : 2·. 'Prpvide !egclll description -of ·property -aruj' assessor's parcel. number. -t'" ~.' .--.,·, .• ·• "> :,:-:·,, \;,., ·-,>' -'71 ~\?.:~ , .,: <' .. Zoning: • > ·1 • Setbacks:: . · Front:. < I lhtetior Side: , . Street S.ide: · , ' 'I•, .-~·. Required •. ;,5 \. ~e1gu,ired, ., . ',·} tl I· . · :Rl=Jqliiied _.__-· _________ ..,_,__ Rear: : 'f=tequireci ...,,_.;----,,,..;;...----,.- ',. ....... ;. ·-. 2:·--f.cc~$$ory structure setb~cks:· IV )IJ. Shown . · $:!( J Shpwn /' l O' Shown? ----'-,-,---,-.--,--,- Shown· -----,--,...:...--- Front: . , .. · . , , i'~ . Requi~e~~::---.-.'-----.---_, _,......_. __ ..... · _ Shown...,...,--,,-------------';,;.. Interior, Side: ' · Required__ • . .·,, · Show·n . · ------'-'---'-----Street $ide~ . ' . ' 'Required.~;:' : ' : .\ .• I '• Sh.own ... ' ='--'--'--------Rear: .. . , :Required . '· -. Shown Structure separation:' -Retjulred Shown------'--,,---. .· ,.,. •, '' ,; .·----------- \.: I '~ ' • ~, . • .. ' ' • --'~.~ f ~ 3 .. Lot Cover:age:. · . , ' ; ~. -,, Shown·· --.,.....a------- \. ,. ',· , . ~ [2). CT . 4, Height: ., '. ' I· ' Required-.:..· ..... :_ .. 3-'.5=· ,;,...· _: ...;.·_ Shown ~5'· _ __;:::;..::::::,__ __ ,;... ' , " . GZ( d .c;(' 5, Parking: DOD . : ·-Spaces R~guiretf .. _· --'--'-·-=· 9''-'-'-',2.,_· -1.:../---- Gu.e·$t Spl:ices ·Required _ .. ___ . _____ -_-~ __ -__ Shown~-~g=·~~--~~- Shown .,..... ________ :.._. ___ _--,,. , ' ~ ' ! :-·,,.,. ,, ·,, '· '· .. 1 ......,........;..,.,... _____ -.,..,....__._---..,.__,___..,.... _ __,..------:..----,.-----------------'·- ·OK TO ISSUE AND ·ENTER]:o'.APPR0VAL·INTO CO.MPUT~R·._ . ........ _......_ ____ .._; __ City of Carlsbad 97201 Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report: Monday, August 24, 1998 Reviewed by: &~ Contact Name Himes-Peters-Jepson Address 3505 LS Cadillac Av City, State Costa Mesa CA 92626 Bldg. Dept. No. PCR98148 Planning No. PIP97-05 Job Name Lot 18/Hunsacker Job Address 2765 Loker -------------------Ste. or Bldg. No. ____ _ ~ Approved -The item you have submitted for review has been approved. The approval is based on plans; information 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. D 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. For Fire Department Use Only Review 1st. __ _ 2nd. __ _ 3rd __ _ Other Agency ID CFO Job# __ 97_2_0_1 __ File# ___ _ 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 -PROJECT SUBJECT - KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 C:ARL -s84h ..0:. OATE ____ SHEET C-/ OF __ _ CafU!. fitr1otls CALC. ev ___ JQB -----'-r/---'--7--'-1_0+-7 __ _ .:ll=;B ~~E-?Hf, -s -I f=t)R ..Il'/~1<ttl/t7i()rltS I /JilPB<,. HJLl~/J,4--'JiDtV #()rE,S. Nor1f '/ s t)ll G-A.161-v(.=-c-,~ w I-( r) fAI tl.A-~, .. dsM1T 7/f e- 1<€-foK T, f'Ncur5-K ?111 :z c..s o -# 31/t./ 7 , sc=e .[),vq :;; -s, sy /Neu1e-1< :t.-,Alc, ,LJ.t& :s p L -1-,, ~ ::s/c-c. $£c PW67, ~-/ f=o~ :S'fl:CtA--L 1N~e,:.,,TfOJ../ #O{lir_ LIA/D6i<_ :r,,y,~c;,o,J Af,/.D c)B.fet?VA--r10,J No TIFS. · ~ 'f 1:-5-/f G-f/ I { et;, 'PWq .$ 6 ~ ];;)~f",41 l. .. • V WE ufe -R~s --pt'{ -;'A-IYGL . T &)/,v/ ~.v.:V&<..,//otVs ~ TT I.S Cof~'l/.JA-ltfc.§-w-114 U)i:JC, -PROJECT SUBJECT - - KLT CONSULTING S1RUcruRAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 fax: (714) 263-1310 Q1-RLS.6412 _g:. OATE ____ SHEETC-2 OF __ _ Cd If/(_ tt:,,T(OA/ > CALC. av ___ Joe --"-'7_.Z~~-e>-il'---- (?? ft. l}cG Ct)/./ II l=-qi tJ ;.J .S Pi =-Fj A: {;b J(/aA) = 2,10 K.. f;, = ~ fG-:: .3(PD~ =601<:.. f- ffi 1W~ ~ /,7 (4;":) = 7, tr 0-v I /! ft!./ ,,,/ Jc-v~-ri/ {)r1,,Juv R5tio:: V() /7,6J--::: t!3 I~ Lj..{E 6,'w!ft.o 6;.1. $-lt:JE-(-6~4:2ffw>8~~) .PSE Wh1/l#eiRu! #M/ltJP r '"1 ~ ~, ~, · -<r-t-: "2-,/ ·7..rx [b-t '2(~+~~d'Jj =-)..2> < ~{, &)K_ ? .... ¾,-'IGl,\$'f-T 'Fe Ok . 1---# ~ / vJ s l,(,s i; .fo " C,,()H7, r". l{C5 ~ tJ M P~A&r _7:)eJ:41t.-(":J.¾P .. f ) • = = • KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue D Newport Beach, California 92660 (714) 263-1308 FAX (714) 263-1310 • STRUCTURAL CALCULATIONS • ~ • ~ HUNSAKER CARLSBAD II • I CARLSBAD, CALIFORNIA • • JOB # 97107 • SEPTEMBER • • • • • • • • • • • • • KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 714-263-1308 FAX 714-263-1310 PROJECT HUNSAKER CARLSBAD II -----------------SUBJECT DATE 9/22/97 CALC.BY SHEET 1 OF JOB 97107 ----------------- DESIGN CRITERIA JOB ADDRESS: CARLSBAD, CALIFORNIA SEISMIC (BUILDING CODE: 1994 UNIFORM BUILDING CODE) SEISMIC ZONE= 4 Z= 0.40 I= 1.00 BASE SHEAR (V) = ZICW C= 2.75 Rw Rw= 6.00 V= 0.1833 w <=== Fp = Z Ip Cp Wp Ip = 1.20 Cp = 1.00 Fp = 0.480 Wp ( WALL ANCHOR DESIGN ) ( TOTAL HEIGHT 35 . FT) WIND SPEED= EXPOSURE= Cq = lw= 70 C 1.30 1.00 MPH qs= Ce0-15ft = Ce15-20ft = Ce20-25ft = (i) PRIMARY FRAMES & STRUCTURES: P = Ce Cq qs lw P0-15ft = P15-20ft = P20-25ft = P = ( 35 / 2 x 21.46 PLF ) = (ii) ELEMENTS & COMPONENTS: a) WALL ELEMENTS Ce= 1.20 Cq = 1.23 12.60 1.06 1.13 1.19 17.36 PSF 18.51 PSF 19.49 PSF _ _.;._ __ TILT-UP VERSION 1.02 Ip= 0.75 Fp = 0.30 Wp ( WALL DESIGN ) Ce25-30ft = 1.23 Ce30-40ft = 1.31 P25-30ft = 20.15 PSF P30-40ft = 21.46 PSF 375.51 PLF <=== P = Ce Cq qs lw = 18.60 PSF x = NOT APPLICABLE • • • • • • • • • KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE, NEWPORT BEACH CA 92660 714-263-1308 FAX 714-263-1310 PROJECT ____ H--'U'-N_S_A_K_E'-R'-C.;_A_R_L...;;S_B_A_D_II _____ _ SUBJECT __________ ,--______ _ DESIGN CRITERIA CONCRETE PANELS F'c = Fy= Fv= WT= 3 KSI @28 DAYS 60 KSI 40 KSI ( CROSS TIES, HOOPS) 150 PCF DATE 9/22/97 CALC.BY ---- e x = NOT APPLICABLE • SHEET 2 OF JOB 97107 TILT-UP VERSION 1.02 • • • • • • • • • • • KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 714-263-1308 FAX 714-263-1310 PROJECT ____ H_U_N_S_A_K_E_R_C_A_R_L_S_B_A_D_II _____ _ DATE 9/22/97 SUBJECT _________________ _ CALC.BY ___ _ DESIGN LOADS ROOF DEAD LOADS ( WAREHOUSE AREA ) ROOFING MATERIAL PLYWOOD SHEATHING SUB-PURLINS SPACED @ 24" O.C. PURLINS SPACED@ 8'-0" O.C. INSULATION SPRINKLER MECHANICAL+ DUCTING MISCELLANEOUS TOTAL DEAD LOAD LIVE LOAD 0 --------> 200 S.F. 201 ----->600 S.F. > 600 S.F. -WALL DEAD LOADS EXTERIOR WALL ( t = CONCRETE WALL x = NOT APPLICABLE 3.50 PSF 1.50 0.70 2.00 0.50 2.50 0.50 0.80 12.00 PSF +WT.OF GIRDERS 20 PSF 16 12 9.25 INCHES w/ REVEALS ) 115.63 PSF SHEET 3 OF JOB 97107 TILT-UP VERSION 1.02 • • • • • • • • • • • KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 714-263-1308 FAX 714-263-1310 PROJECT ___ __,;_H.;...:;U;_N.;...:;S;_A;_K;_E_R;_C;_A_R_L;.;;;S.:;;..B;...;A.:;;..D;_I I;__ ____ _ SUBJECT ------------------ DESIGN LOADS ROOF DEAD LOADS ( OFFICE AREA ) ROOFING MATERIAL PLYWOOD SHEATHING SUB-PURLINS SPACED @ 24" O.C. PURLINS SPACED @8'-0" O.C. INSULATION SPRINKLER MECHANICAL+ DUCTING CEILING MISCELLANEOUS 2.50 PSF 2.30 1.00 2.00 0.50 2.50 0.50 2.00 0.70 DATE 9/22/97 CALC. BY ---- TOTAL DEAD LOAD 14.00 PSF + WT. OF GIRDERS LIVE LOAD x = NOT APPLICABLE 0 --------> 200 S.F. 201 ----->600 S.F. > 600 S.F. 20 PSF 16 12 SHEET 4 OF JOB 97107 TILT-UP VERSION 1.02 •• • • • • • • • • • • KLT CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE, NEWPORT BEACH, CA 92660 714-263-1308 FAX 714-263-1310 PROJECT HUNSAKER CARLSBAD II ------------------SUBJECT _________________ _ DESIGN LOADS MEZZANINE FLOOR DEAD LOADS 1-1/2" LITE WT CONCRETE 3/4" PLYWOOD SHEATHING FLOOR JOIST GIRDER INSULATION SPRINKLER MECHANICAL+ DUCTING CEILING MISCELLANEOUS TOTAL DEAD LOAD LIVE LOAD 14.50 PSF 2.50 3.50 3.00 0.50 2.50 3.00 2.00 1.50 33.00 PSF DATE 9/22/97 CALC. BY ---- 80.00 PSF ( REDUCIBLE ) PARTITION 20.00 PSF 10.00 PSF ( SEISMIC ) x = NOT APPLICABLE SHEET ___ OF JOB 97107 TILT-UP VERSION 0.00 • • • • • • • • • • • KL T·CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE . NEWPORT BEACH, CA 92660 TEL. (714) 263-1308 • FAX (714) 263· STEEL BEAM DESIGN HUNSAKER CARLSBAD 2 Date: 09/13/97 H.,. I Page: ---BEAM DATA-------------STEEL SECTION DATA--------- Center Span Length = 24.00 ft Left Cantilever 0.00 ft Right Cantilever 0.00 ft Unbraced Length 0.00 ft Beam Wt. is ADDED To applied loads Live Load Not Acting with Short Term Fy 36 ksi Load Duration Factor 1.00 Beam End Fixity Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y w14x61 13.89 in lxx 0.375 in lyy 9.99 in Sxx 0.645 in Syy 17 .90 in2 r:xx 60.78 # r:yy 2.70 in 640.00 in4 107.00 in4 92.15 in3 21.41 in3 5.979 in 2.445 in ---------------APPLIED LOADS---------------- ----------------Uniform Loads---------------- Dead Load Live Load Distance To Start Distance To End 0.85 k/ft 1.10 k/ft 0.00 ft = 24.00 ft SUMMARY USING w14x61, Max Stress Ratio· 79.35%, Min Defl. Ratio -356.12 TABULAR SUMMARY OF LOAD COMBINATIONS Maximums .•. Actual Allowable Moment = 144.8 182.5 k•ft ..... Stress 18.85 23.76 ksi Shear -24.13 75.01 k ..... Stress 4.63 14.40 ksi Moments .. M+@ Center Deflection m ·0.809 M-@ Center fb / Fb : % max ~ 0.793 @Left fv / Fv : % max -0.322 @Right Min. DL Oefl Ratio = 786.22 Shears ... @ Left Min. TL Defl Ratio = 356.12 @ Right Deflection .• @ Center @ Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right LL= 1.10 klf 111111111111111111111111111111111111111 IDL= o.as kl r 111111111111111111111111111111111111111 'PL~ (3.;+).-0) 3¼ = I 9-rY, LL: (Box ~,B'l-} 3~ = !,/ ¾ -I(= o. oB {(i.4x3X,)-/Jl>]=lt?. 8 % t I V4.40 (c) 1983-96 ENERCALC 24.00 t I Dead Load + Loads Placed as follows Placed DL LL LL+ST LL LL+ST for Max Only @Cntr @Cntr @Cants @Cants 144.8 65.6 144.8 -.0.0 0.0 0.0 k-ft 0.0 0.0 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 0.0 0.0 k-ft 24.13 10.93 24.13 0.00 0.00 0.00 k 24.13 10.93 24.13 0.00 0.00 0.00 k -0.809 -0.366 -0.809 -0.366 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in -0.000 0.000 0.000 0.000 0.000 in 24.13 10.93 24.13 10.93 0.00 0.00 k 24.13 10.93 24.13 10.93 0.00 0.00 k ""'"" ,_,,,, ........... ~1~~ Nmtn • 0.00 ft-k: • 0.00 ft .................. , ,.,:~1111n1111bb. . Vm1n • ·24.IHtpo • 24.00 ft ••••••••11111111111111,n -2413 u Dmax • 0.00 In• 0.00 rt ......... , ........ _J\:: 7 o.o 3.9 8.0 12.0 16.0 20.t 24.0 KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • KLT-CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. (714) 263--1308 -FAX (714) 263· STEEL BEAM DESIGN HUNSAKER CARLSBAD 2 Date: 09/13/97 M-Z Page: ----BEAM DATA-------------STEEL SECTION DATA--------- Center Span Length 24.00 ft Left Cantilever 0.00 ft Right Cantilever 0.00 ft Unbraced Length 0.00 ft Beam Wt. is ADDED To applied loads Live Load Not Acting with Short Term Fy 36 ksi Load Duration Factor 1.00 Beam End Fixity Pin:Pin AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y w21x50 20.83 in lxx 0.380 in lyy 6.53 in Sxx 0.535 in Syy 14.70 in2 r:xx 49.91 # r:yy 1.60 in 984.00 in4 24.90 in4 94.48 in3 7.63 in3 8.182 in 1.301 in ----------------APPLIED LOADS---------------- ----------------Uniform Loads---------------- Dead Load Live Load Distance To Start Distance To End 0.85 k/ft 1.10 k/ft 0.00 ft = 24.00 ft SUMMARY USING w21x50, Max Stress Ratio = 76.97%, Min Defl. Ratio = 550.50 TABULAR SUMMARY OF LOAD COMBINATIONS Maximums ... Actual Allowable Moment = 144.0 187.1 k-ft ..... Stress 18.29 23.76 ksi Shear = 24.00 113.98 k ..... Stress 3.03 14.40 ksi Moments .. M+@ Center Deflection = •0,523 M-@ Center fb / Fb : % max = 0.770 @ Left fv / Fv : % max = 0.211 @ Right Min. DL Defl Ratio = 1223.40 Shears ... @ Left Min. TL Defl Ratio = 550.50 @ Right Deflection .. @ Center @ Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right LL= 1.10 klf Ill I I I I I I I I I I II II II I I 111111111111111111 IDL= 0.85 kl f 111111111111111111111111111111111111111 t I V4.4D (c) 1983-96 ENERCALC 24.00 t I Dead Load + Loads Placed as follows Placed DL LL LL+ST LL LL+ST for Max Only @Cntr @Cntr @Cants @Cants l44.0 64.8 144.0 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 0.0 0.0 k-ft 24.00 10.80 24.00 0.00 0.00 0.00 k 24.00 10.80 24.00 0.00 0.00 0.00 k -0.523 -0.235 .Q.523 -0.235 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in = 0.000 0.000 0.000 0.000 0.000 in 24.00 10.80 24.00 10.80 0.00 0.00 k 24.00 10.80 24.00 10.80 0.00 0.00 k " .... ,~.,, .... ,, .... '~11-~~~III~ Hmtn • 0.00 ft-k • 0.00 ft Vmox -24.00 kip$~ o.oo rt 24 .o]IIIID11111n1111111, .. Vm1n ~ ·24.00 k1po • 24.00 ftl,...... -....---...... ..•••• -,,,,11~11,1111~1,1111 -2400 Dm8X • 0,00 In fl' 0.00 ft '"'"" o.m .. "°'" .:::f; 7 ft 1-------1--+--+---l--+-----l 0.0 3.9 8,0 12.0 16 0 20.1 24.0 KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • KLT CONSULTING S1RUCJURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT _______________ DATE ____ SHEET i..-1 OF __ a. L,-ie.. l To 8 : I 110 -7.Bo-3/' x14o 1 == lo 1 788'3/1 I -"""I, I I 140 -h40 L . )(/,4-c) ::: '2CP 7BS1' I ,,t ,, id, I , 11"0 -::cz?T x l4o == C:?f 7e,e,.,, Ja L,~s 8 : 1) == I v,7b I 1' x a.Ba' ~ -;t. ~I t .+o 1 -A~a """;) 1 x 14-o' &,e,4 .JI;)' l~o 1 -ZfX?-*)' x: 140 1 8e,j.#'}' f4C, I -to4<24;/1 '/.14o1 e,e,i l-1~ J -M.e,>)• X J4-C,J ~E>41' CALC. BY ___ JOB _q_,_7..<....;/:......::(;?_7-1--_ r~r Jet;/ ... J~ ,,g,)( &ue,-fuf2-L~s &, rLr~,::;, ~6:f.eb • ~ L J-ee. 2x ~e, ... fµi:zllt-1,e, ~ ~4""1 ~. C -I 1/ JJ II IJ r~r ~2, {Od ~:2,_I ~ J /2 J Q_ I _1/. I/ IJ I .,.., I/.. ,, NJ==.}(,T 4o -1od~ we., 4-, ,2 1 1 z/e L IJ N (I II ~ . ,od ~ 4-., Co / ,z ,. 4 • • • • • • • • • • • KLT CONSULTING STRUcruRAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT _________________ OATE ____ SHEET k,i OF __ _ SUBJECT ----~------------CALC. av ___ JOB g 1 ft:> 1 . ,. ~ Ae ~~ ~---0-Z----- O.<i?x-S0x I-~~ b, iu.\t, l7 1P Je, lU:: [ E~f I t ~) ~ x II (p ~ _,.. 1e,~ x ~41 ] x ~ l8'21~ = ,~vr~1' ,4-4e,-*/1 x 4-1!!:> 1 ~ 1411' 4 .-t,zs7, ~)(~4-4' J ~ L,1-1 e.. 1-e, ~ 14:qe, 1' X 48' ~ ~4-41' ~ ~~-, I ~ X JA-.+' Use. ~ 5 x 8~ x ~l'P ~e/2-- As C+bu::1 ~Af. e>~ • • • • • • • • • • • KLT CONSULTING STRUCJURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT ________________ OATE ____ SHEET!,..,..-~ OF __ _ SUBJECT ________________ CALC.BV ___ JOB q7107 w~ [ (~+4)12..x//{b% + (/~~ +5%)x qto 1 ] X 0.18~~ = 4!?..~,, v~ 4~-B ,_, X ..3~ 1• ::=: I !5 ~ j'-' ../-218 '7' e>I"- ~ X 10' ~..e,o 3~ ~x q~8 .#f1 == l~~-1f f~ /3)"' qu,' d~ lt6X~)C ~~ ~~ 2. . fEA?f--w ~r o,i:zec.r,o.J a. L1fle.. A Tt:> e, e p ff Q : b W~t::. e, Tc F : ~~ /;J • [ (2ti-~) 12 X II i;;,4, -t-I e, ~ .JI t>~ I -1-(I e>:%'t S~) X .52 Jx 0.18-ll~ :::: I ~!J(p 1' • • • • • • • • • • • KLT CONSULTING STRUC]JJRAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT ________________ OATE ____ SHEET l--,4: OF __ SUSJECT ________________ CALC.SV ___ JQS c.::i1101 ) 124. e, - 1~4.e' - oto~o f,rt61 U 1 -Js1=. e; x <!. f'/..'(weior;, ~=e:, l?AL. J-sa '2x ~ 24' (/ o.c . I II ,, 11 ,,.. f1Z6T 8~ -I od e 2, 3 , 12 , _ 3 __ . J -I/, ,, ,, JJ IJ i-JsxT 5-2.-1od~ ~12. ,+, I~, 4 __ _ II II I/ I/ eAL-tod @. f , <&>·-, 12 , f ft126f M-~ L.be~x e f?Pf~P ~es E?AL dee ~x <3.. ~~11o.c. • • • • • ~ • • • • -.. • • KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: {714) 263-1308 Fax: (714) 263-1310 PROJECT ____________________ DATE _____ SHEET k,2 OF __ _ SUBJECT __ __,_ _________________ CALC. ev ____ JOB _q_,_l_e>_]__.__ __ ® 0--- .. ~ ~ .__/ 1 Q_ -cl @ ~ \!; ~ @ 7 ..=! ~ -:z z;~ z~ z~ z~ I I I r ~ \D @-@ @ @ @ ~ r d ·-----·-L -~ ~ @ i l::t ® ~ -~----· • • • • • • • • • • • KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT ____________________ OATE _____ SHEET k, {p OF __ SUBJECT--------------------CALC. sv ____ JQB q 1 "'1 USE 3~" STRUCT-1 APA RATED 51-4EATl-41NG (INDEX NO. 32/1~) TYPICAL USE l<Zld COMt1'0N $1-40RT NAIL$ OR l<Zld SCREW 51-4ANK NAIL$ 2 l/811 LONG CONFORMING TO NER 212. AREA BOUND EDGES INTERN CONT. JT. NO. OF ROUJ5 5P. INSPECT. @ ·V'£.'' O,G, ~II 1'2." 12Ye.11 z. '(i=.5 ·®---2." . ~II 12'1 ,z.-'' I i,..lo © ,:Z. II b'' I~'' ~,, I NO ©--~ 12..Y~'I .tr" I~,, 'ZY~" I I-JO ®-~-,zY1Z-'' .tr" ,~,, +" I "-JO ®~ 4"11 ~II 12'' -t-'' . -I NO ROClr CONTRACTOR TO SUBMIT NAIL SAMPLE TO PROJECT ENGINEER FOR REVIEW PRIOR TO ROOF NAILING . . ., I - • • • • • • • • • • • KLT CONSULTING SlRUCIURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT HLl~~ .. Usc?Jbe,,ep Jt OATE ____ SHEET k,1 OF __ SUSJECT ________________ cALC. sv ___ Jos q 7/c:>] ~ ~ ~ CA -~ pg;-/~~f ~~~ I'-l~ 1]::-11~1 1 I -.. : I ! lf:' . t 1--~ i ~,l· I I ~ ' I I I I 'I ~, 1 11, ! ~ I ~I l Cr) -=-_:_ .tf.15--= bl11--=---- ~~~f<=- C1Q J 15 t:', rt,e-;1 '· . I -~ ~ I ! ti \D' .... ~ ~ lL ~ I i ~f CtAfH~t-1 ~rl§¾?-et4:J • • • • • • • • • • • PROJECT KLT CONSULTING STRUCIURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 H 1,1 Al2A-k..ef?. CA:1< Ls U.Ar2 ;t; DATE ____ SHEET k ,b oF __ _ suBJEcT _ __t!:_P:::....!R.4-c~:::.J.1---"C~A-L-=--=ca=-=lA~Z::..c..."/-=-OA/---"---______ cALc. BY ___ Joa C/Zto 7 D~A-67 ~,(~J-f(f') 'f: ~2,1,,"'- -Pt2M( A-7( 8J A ll2~ . ~ t-t-S wh ::::: -------=-4, y.r /,A/ P, bx 16x. t. 33 ;r 63/3.4-R As ::-ri:i)t->< 1i,;. c>t CJ xt o>.. ~ (i41 -t tr+) ct 6 = ~Cf 1::. A-s. == 11 14~1,4 ::=./11 u '-- 0"~ x bo .1.11 c it_ Exi,~ 1/e, '' (A: t,-rE 'N"_) L/fc 4:1t:2,. ~~-- • • • • • • • • • • • PROJECT KLT CONSULTING STRUCitJRAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 duN--zA-K~ C'41?L58/4p ...C DATE----SHEET [..,q OF __ _ SUBJECT _________________ CALC. BY ___ JOB 9,V6 7 T@ri~ (4B 1~/c.)=/003;<'+ =4& 12*' < 42>45, AU.OWAet.e. f'' fp:. /tn:>X 3-t"'1-(c,eJ8) =-C/18-t¾ J?::: 96J5:,#-- ~x"3,_. I f-vV Orrz..e-c,r, oJ l--(11~ : f ~ / -h tco3X4g 19" VMt.J ~ '2. x _b4-t:>"J'-fib Af-S 12 Ill lse-TI o ii I ,/..=. 8 1 D ==-32-MIN, ~ 918x~ J#,,1 = /15 ;,'f "Zx 31.. ' L/JE-~6 <;ug-D,IJ-rr#. D€-f7t-f / Ocfc= .Sr~!f?..rd;>/ /tfS74~ @f 13 ½/c.,; tfcR{)f..!' I ~r 4 ?(/~l/-vs rR tJ M W4U... . . • • • • • • • • • • • KLT CONSULTING STRUCJ'URAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT f/utV~@ CM.l:SBAe ;I!.. OATE ____ sHEETk,1t? OF __ SUBJECT _______________ CALC. 9y ___ JOB 971 l) 7 f¼-T ftz..1,1r.> (r'tARL.t~> @ eh 0/ G. ~ fot.= il,sB 111 = I ot>~ tk ;< i == 8 t>z.f # <R~-: }t ~x Bx4?4, = '"tb&B tt l ,,.....~ ~-¥.--~! ~ 'Pk ; &,vf ~ T=-C::: 6,-668;~,,) +(Boi.+)(to,7) # 1 =-It) 2..c; 1 ,:$" f>f {?E::Af<.1/./&J ,t_-== 2 T' = IO )..7 ¼ = s I~,~ T~y ~,,~~.x~~ (= ,r-f;l.1%'•: 5/o J''I ).1-:. -M-~. ,7 =o.t>t''K- l-- . -~~ · --, l 7 u ;: . ~" bf x I. 7 =-/., 1 f -u<-f--i;;,==#/ -~Gt\t, -= ~. 1/on:r-x 3b =..(), o 4 (-i)(1)(t)~::: ~,of/ c=~,~-J • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 J-IL111~,,4KEB. CA-R1-55A--O :ZC DATE ____ SHEET k.-1 I OF __ A(!E-z-B-, LA-r~J...l /bvMYuJ cALc. BY JoB 9z/o7 I ------F-, -,,._c._:._:'__£ __ _ tl-s --r/-R= (33f/o)f~ =4,,,83/. i{)Af.L.= (-¾-J /t;p x 11/::: I£ vo 'i7i.B-!Y. c.t"'12-B o/. ,x ·I 83 s::: f o4B 3/. 41 J-2 ffi XI 193::. 7$6, *¥, E-vJ rt!<.:: {~;+,0)-~2. = 1~1~ o/i WMl ::-~ I bcrt/Yi -Z.l(-1b o/. =zt:t1bo/. x. /83 ~ 54-s ~ __ (i7,6 3/rx ·/B~ =-·~-rtJ< J. OkO ;o( /:i.) ( 14 J LJ¥6/,Jz,J v:: 10tri 'Yix ~~ = I er,68 it ~::::tb1bB71b ==11s o/i ).;,,d:·(!4:) v= 7~6x 3~ =/wC/bd 41-:; r~r6/9t :=;. 1~ 'Yi lode~'' I ,, I 4\r2.,4" I od.e, 4'1 /11 ,, 4'' ~./ /1. / 10J~2t'' LI. ll ,, ll" \tYLtT (P·) ! --_.;._-~ <'6ic. C 67 ) B' 31 lb~ :.__.;:;.::.-M-_,....:;;-'lot4-CN ) t,1~ -~1~ R,F· ft£i:t; , PLM! JIJ£ 3411 >tl?.f A-fA--l<lf-T~ wfod' @ 1 t 6 f~ /2 I~ 1 II • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 flt1,v~4KA--I< C/d?L56A-o .JL OATE ____ SHEETk,1~ OF __ _ }dee. Lk("Az'24.L cALc. BY ___ Joa -~q_,_z,.L....."/=-0..,....7 __ )c),4.-o To( Gr) (!,/) Ll_1!1~{o/> 7;;... (t-4~ t t:.) -f (*~ ~6) = It f;,,o # -1ff-~ l,!"73/3 .l-= 4-1.i _:Y, ,//JE ~,, 4/t?, t: t¥A- /.JN«,f.lJ v= (}<(::fik,x 9%): J 22,fo J l<k%0 74-r6J rtR'lf &lo I dS£ /od . @ 24; + ~ /2; f II -rr/-= /J-2.fo/zf ~ t;lo tfX /1,f ~fro pRoM J-1,v~ (,v) v= ~x ~-BJ -=tOH't># --v;;= /0~2-f ~4~3/. !Ai.~ LI-{€ JO~@ 4-:1 • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING S1RUC11.JRAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 f/L/t,/;;,4/(C'~ 41t<l.S64f;) ..JZ DATE ____ SHEET 1,-,(~ OF __ &611£> HA-ME $ k1hl@: ut CALC.sv ___ Joa_9..f__..L_7(:__:0:.._L._7 __ -v;=-<) 6K1..+;2Kr/ --(bJ(,~8/'~. (n.Jtf;&J.;./=/t) /:Lk1:t l~f 2 = (!;.J (,r8J+ (1.r} (.rg}/J._::. l!/.7 · 3/C.~t b kl-/ ~ (3.J (.;8/'+ b (, {"B)rl::. 5'S- u -11/..1 -rrK ~ ,1 /1/L= -~x-=.S =rrc rr o, ,;, b- ,_.1 _ 10-/7K. I('.. /7fi -8.).J 3 = 6, 1 /4,t = ,....)/le, :: _ q, l-.J ;< 1114 = ~I/::.. 8l~3 J//e == £-.r ;< 17'?11-=-..f3 1;::_ $.J.3 3 1/1 -J~ -(1,-.rg; (rB) ( 17i:..1(14-J-27 ik 1v1D --fV';= -8,.rj , ,"' - ;lf E:.c> : "0'?8 (,.('8 J li7< If ::. '2,.1,) k... 8,'J..3 -i.. 146-13::: -Z,58(,5&) (t-1t.J(14)::44 1k... 8.23 1 I· ---r 14-f C • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 ;-/ut,/~41<..@: CARL ::>8412 ..& oATE ____ sHEET k,14: oF __ /J/C{/0 ,ERA--Mt= (!,, kUlf:2' 14' CALC. av ___ Joa _<z~Z_'I tJ_7 __ J H>R VG-t<,7, Lou, ~t::.+1-= {3)(/58)r4 =5.7f rk-+1-= /.r ){,sBJtf = 6. ~ I{-, I = ~~BJ "' I = I\ -5& 9trz.. =-(?> J (, ~8 )+1--::. 9, 11 tZJK+4c/'"1-b::(?_7J (,F8)i 4o(.r-BJ+6 ::J8,J. '14:::v'c = ~;;.8) (.u-J(z~)-;:; r,~14 vi= tri ~SJ C }r) ( i-4) -=-i-i, ~ ~ /-IA:: -fh. = J J(. ~8.r)(l.4)'-= 7. S;:.. rr 8(/SB) /9 1 j}y ~ fl1r=--!Ac= -i4-(/i.rB) f-.. Br:l(7:f1"' =-13 11<-1 µa ::_.,o ¥A AA 1 ( .. 1 ,_ "' ,_ f}<:,. r·p=r1f ~ ~--Z..(/1t;8) ,80(>-'f) -= /,IQ 11 eo;:./l(r;f::. 317f: t; ~ ·)(., ,1."' = 4 8 ,;:_ ztf{Ar9) i.' t'/ vr J X:: :;, I,,~ X z.4-, 8(1.;8) :: /~,/ µ711 _ 31,a (8.''/;. "' ,1c. I)( -314(1, t:8) 'f-I 1/ <.l4) = °U/' • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING STRUCJURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 //(/r1!l4K?e CA£L'S/i;f.o IL OATE ____ SHEETk,P;; OF __ ¢1611'? p¼ M~ ~ kt#Je: lk CALC. BY JOB <?710 7 ()/c;ck.. cdl., tl<'f Wt1~6B Pr= 42;K- /6 /I:_ ,I 11 = S'?>fl~ ~ f::? ,;;.."\ - -::::: 2-6-+ i.7 :~J JI<.. k R. -l 4X I 'Z.. -::z.. 61 -'? .Fo-:.-I '\ 'S ~ )::.J I r ---Z~4b f<I'( ~ 7/, 1 fCJ, l0v-::. +8 '7z_o -= -i,t~J' ~= 06(12..) -=7·7 ,~~( l03 21f + (,BrJ(7,1J -=.r..r-1-f2-1-= .cJ.tf>L.. f I(. ,'?1 ( 1 _ -z, 4-) z1 o i<- ';/ ,4x /, ~~ ~( /117) (-;t .. 214) _ (\ o-.r ::.,-! 0 ~, Co L I s 5r~dN6/, ~(101) (?Jb) - f = · /,o f?p, -fc>,7 /!1--r ~ ~ (f?r:=J -=::::-f8~ (tf,t;) (i/c._]::-t-7 I, ( 4M-~I, 1 (!thJ ('½ J ~ I ~ t'-LJJ1=-vJ I 4 x t B • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 J.-lurJ-5fK@:z. C4RL 513A-o JI DATE-'----__ sHEET k,1LP oF __ _ ~/41!0 fj!AMe?' @_,_ kl~f;? 14' CALC. BV ___ JOB C/710 7 A-tL. A= iJ~ t>P[X./¥. Xh ~ t>.Bf /A/ A,; A. = f;,, J + pt, ~.-R J2.EI~ IJ...e-~ f '-~ .> lz. 2-,.. !:. .= /7;</4--VAr -t /j;<2.-'f-X14(1z.) J-z..x~ox,ix 6B,_ -~-i..xJox-tJJ< ,rb L./cf e Wl.f X74 /=t>~ ~1~ W1f X B1-~ (? a;L q/4{,V • • • • • • • • • • • KLT CONSULTING STRUCfURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT __________________ DATE ____ SHEETk,11 OF __ _ SUBJECT --~t.i'.f.14;b{.<1.J1Uol!:r:2:.___~J....l!2*1ei.,M-'-1-lt:,l,£..--.&;.lA'--f-'f-k-,...,.t-li,e;..e-,,___,_/::_d:,__ ____ CALC. BY ___ JOB q 1 /61 --·-I t1 e &JJc . ¢ Q -Jky ~ox 2f c,~c. G/440.e. BH·---' w/~#e, CZJIJT, TFB:~ As== 1.sen,/_ d .::: ~CJ:// ------h----f ::: 0. 004· ------,-' -~-- -------------- tu ==· ~ o 7 'J-Ou = 4. ~1·-___ , _______ _ 4'· f1 n ::: -1: ~1 x /. 58 x e-c,Jr~ _ =------________ !_~ -,r -11-IJ . --· ---------:--__ use:.~~ ,z"CL_x. Z-f--a:_,()c,--_ e~B-_ o/--.---- --&·!'4-l!J aPJ.Jr:,~--ri= e~ ~ .,n;.5 7i1=.-5·.-~ =-. (£;. 12.. if.--t:). c ~- -------------------- ' --·-----t-------·-· . ----.-~----------.i.---- • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING STRUCIURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 J./u1J -54:k.a< Cm ~BAP .IC DATE ____ SHEETk,,t, OF __ 1¢fM1i?_ P,Ah1f;!. ~ klN~ N CALC. BY JOB t/7/t) 7 &61 L? rft.A-H e @ Lu-..1 tE--0/ J I<.: T.T ( ~):: (), -t"b .J-tb K.. ~ It b (,r-S) = 'f-,42> / + ~l<--= \ f ';, (, e; 8) = 1. ~ i 4- y=-?XJ b1 ~ I 4-(, .,;8-) -;:. 4-l'-- -i.l-( f:48 J H ~ tb~ ~ B~ MA =-( $'tl'f( -z I '7!}; ) = b ~ I fl', 1','r~ ;f;(p ~ b, 'K- Me =-He =(g~1v 3 /,.raJ 1-,¢13 -:::::.. 4-5 tk- ML Cl= l),cmr~ if x.1,1., -= It Bf!,..) LL=~ e& l . r 1, "',e i 2. e-'Zc. t i '2, ~:l.r .:: /bt. /1~ /2.J, + lh)(-Z2X N/-i.(n-)~ 12x 3-ox,>K g-.~ 12-x 3,o x, o ~x:. 1? 6 -:::. 0,2-t+-oJJ..,.__.~ o\~,h ~ I O fl:- C D ,1..tJG wl'f X74--6'tf<P~ Wt.:fx C1-c..,_;L., 14 ' • • • • • • • • • • • KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT ______________________ DATE _____ SHEETk,..14 OF __ _ SUBJECT !?f1;::t11:2 f¢,4Me:--@.. Lri.Ale:----b-1 CALC.,ev ____ JOB c:r1u:.,1 : I', I 8 X lo/~ Bti>J I" x I .f _ ~-1 ~·1°' 1~ < q, t-1 t-1 ::. I~'-~--~_ ----' -. ---+-t-- -t---:----,--·-, -·-+-t----_,===c ------+ -·----- _ __ --J.-____ ,_ . . -----· --------·-~ --------~r......-~ :-,---: - --·--------,--;-+--'-- --·-·----,-,-! f!~; ' ' -----------.~·:-"'-i- -"" ---------------~, _ _..... ____ ~,.,.. .... ~ .. --.------------------- ' . -----·-·--------~ • -----,_, I -------t-"--- --~ ------~------!-- --------·--·------·---f--------- --·-,!------------------i-~------- ---------- • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING STRUCIURAL ENGINEERS -' 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 /iuJJ5AKEt< ()1-,qL SBA-o :JC oATE ____ sHEETk .. ~ aF __ ,!/'Mt<. vt/A-tl-@ L1,1,G ( BJ cALc. sv ___ Jos 9:Po Z :t~1~" Wf= t'{t) 1'1• = I tl, ¾ Wkt/4, ldf::: I bh J< ~1.->< ~ I ~ I T=-, tt;.x ib$1'""-:: ~t; 1'- b'? "- oft<--v;; = ( -;.ra'; 3,ot) J,t:. tf fot-1Ft-' ~ ('?tXtt..J (/1114') ~ '-r -= i-11 l'-/ z...r.8 "-" ~(~1-xn..)( t 3. 1rr).J~ =~'3-r,L. /ltrt)K!,v<:z 41-: ffeBt~, SAi<. I'-le- ;>4o~~i<- A-1 C'X/0 ~r ~A-N&l. IS ~"r RG&b I ( I ' I i I {7 l; b,Jq r ! \ v,:;: t = 4-o~¾(, = 61,/<- rc.· =--?. ~Jf;.' = -Z7tf ~ 2. -=--t-.r B t:.. 7i : (pJ~ 2 "A 60))( 12-X I'-= I IC/ I.JJ<- f ~t;@ l1)'ok 1~. lb~I'- r-~o~ ,, /1-/748/<.> 11; Dk....- l tlj 1s; -=If t;@ f'2-, II O IC. li, F, f:, vJ, .JAi£ 6 .... #9 P~ _.B ..-#g l 1 I I l I l I I ,,. ~[ / • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 l-/t.JtJ5AKGi< C.4-Rl.S BA·P .d. OATE ____ SHEETl,. .. ~f OF __ _ 'SJ/~ 11,/Af4-,@ Li4G (8) CALC. BY JOB 9z~o 7 CJ, T, ti/, :=: (-z,.1?!, ~ 3/_)-ff o ~ -3_k) = 8c/-b-:;, I/C.. T:::: C = ~ 4-6?; -== "J-8 i.;.,e_ ~~ (:!-..J C 1/GCK u f u F, -r -281-''- /t.f/7 ---==~2/<.. f -,p,g-r :r= / / ~ 19 ()_ I<:.. I l(c-~ 1S71,vo/ = b /Z :: <r2, ~ fpL -= /-:OK-=-/3 K /z_;, 7 K &f.J CH &:J<. GoM ff< G .SSt D ,,J Pc = --z..82 ~ Cf''?, 7 ~ -= ~12' f:- -t--::. '37~ /(-I \G f-v I e1.,,i -==-• z o K- • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING STRUCfURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 HvA/~4-Mrs C&<Ls 840 L OATE ____ SHEET~ .. .z-2 OF __ _ -56'.'~ WJUL @ L1NG-r& CALC. av ___ JOB _-L.9_7._'/_t)---J.z __ (5J CJ(e=~ -:5l/Rl,v6J F's ::--;.-.rB 1:.;,. 3o Jc.: 288 k.. r ~/S-~/.1 r1.,v-df .' vVMl-v,0 = 1J,t ~ ?l-X :,/ = //, ~1<. F if't-= -=-/~k... -5t4-e = bz,t; ~x 88xt:t(, = ---r.2'3 "-- o;11c., /4:P -= I .8 ~ ~ X (),. t-r -:. ~ ~?, K CoNr... Frq = ~x o. ,1x ;,rx 1/ ~ 1 o /.!- q 5 q /<.. • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 ffe#?AKB< CMl-5BA-o ..:Q:. DATE----SHEET k,i~ OF __ *~ WA1{. @ L14 & (/.2. J cALc. av ___ Joe -~9'--7,,_,l'-=OC-1-1-- 1::= ~ ,, wr= {¾:,,qo= ({}-()% \fJ AM,, 'JJf, = I u-i, )£ 1 &, X -z..-t --~~.-,.--------r----r 71 J<._-_,,___~t =-Bt~ V: Bttt,..>t \ I 81 = /hr- -v;. =~t ~+ , h"-t1;1 ~1 f,t~ -11 a It.. Ac~'--. (2-f}(n,) f!') A)3cro Ji _ = 17.-bt'-'?'/18~ o l4- 1\/ tP .Jfor>I< f?Edo ~(2-4-xv-) (i>)1]7auV ==-??1Bt<.·'"7·1!2>~ ok- r-::: 8 11 JI[£-4 -.# 8 vtM.i ~ #; Tftf-.r Q 6 /1~/c.. • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING STRUC'nJRAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 Hws4--KGS CA-lcL ssA-D .z: DATE ____ sHEETk,M oF __ -:5J/f:4B. {AIA-d,. @ L1.vG-(/2) CALC. BY JOB 7Zf t) 7 f ( k,.. A:::. I .tJ, r.#,-= S-I x ?4)-f ( /{JJ xq.s,)-· · I~ = 1-t> I ,f t= C :u:>1-t/:z:~ =41,~~ (=3J CH~ u.pt..1P, ~ up= 4u,Y,ar ~ lt:>1 ~ F ~1J111;C7 .. ~4x ~ e;z" Tt.re-r = 1t,1 i:. 4i-'~= ~"~ Q)l{c, fA-r:> 1eea6-= I ~J;?I<---= 1 "~41 '\/(), 1.rx,t I p-A-0 fe', . P...[E /~,G5'0.X4~i/,/K... V::::J W jto-4·7 "f!.W,. Tf£ W (J,/SC,/<. -<Gl t 0,/,V61 Fs = t;1 '1-t 6 l'+ 17~ ~ 1t- F~~11r/,,/Gr : « W4vv wf -= I ot)/.f,< ~,:tif.: -~ "- ~ l kt?:> ::: {/J. t ~ X. :l4 '(_ 48 = 72 l<- pA-o = q I x '-=-I B ~ ~ CfJ"' T. f r6, = ~ -x. .. 1 r x /. rxitf. := J 6 1<-~ 3~trc...X 0, ~-.r.: / )_4t oJ,r:.. • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING STRUC]URAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 1/l{NS,,#:.ER CML~l3A-P Z OATE ____ SHEETk,~6'oF __ ~d@M' U/,4./1, @ L IA/F U~J CALC. BY JOB q:7/ o 7 -ilf~ vVA:U-@L,~E-{111-) fANp~ Af 4'1 ;t-:.. ~ II l)lp= (.~J/t;o = Jc-), WM-t urr: = I o-0 X 6of; = h I K. ,r~ A-1 1/=-hi ~x, 183 =-//1<- ~ = (1t:;lft..+11~-};/.1-= 371<.. A-c.~'=(/2.xh.)(b)~~m f \ =b~I<. ;> ~,,,,_ dµ_ :;j ;./0 ffev)( ~b 6,1 .. 3(12Xn-}(b)..J3t;ro-o-:: 110~ >'"Vu t)k.. v;;-= 'Vu. .. : 37~-;:; b2;::.. t o~b. Vc: 2/kffl : I z6~ ~: (,61..-)(/,b)h--~~4 blc. . \""l--4 ;-zJ 5 72-}(_ >--v:; 014 M11:; [<!_~;<!if>< ~1}+(11~1, 1-x/7,r)]-I (t>t1X 61,:..X 2~) ::::: 2':,2,I~ ;t:-;;..~'' p -:::: 2-,G v'fa 2-: / 2 ~ l,l;Jf ,~B ~I VV '.t:t~@ {, ~a/'- ~-.• t-i .. l • • • • • • • • • • • PROJECT KLT CONSULTING STRUCnJRAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 !fUAL5A--l<Eiz.<. C4RL ~ 84-P JJ:. DATE----SHEET k~~b OF __ ' SUBJECT --~~:::%.a.#LJ:,6~fA-iR~.-..l.wC!!.'AJd.="'-'--• _,,(? __ ~L.;,;.._1A/~t:,_·"" --t--{---'11/.-_____.J'--_CALC. BY ___ JOB 'o/' 7/ 0 z Cl-/~ l)V~ Tt.11:! H/46, o. r. tc1.-= <i~ ~IJ+(l1~ 1-,;4G)· -=,~a /fe.. T:-c.. == 6->"B/~2.. = =3-~ I"- T~=~~Y~.r -=361<:. ~t?G) Fl?~~N-r./;,J 1 = t l i{ =· ;lo 1<- tn~7 -::: ~6~-3-~"-= 6 ~ W7"-= bKb '( /, t;,x ~,II'::: ~k:- L.A(E-6 f< b ft ~{J ,t/j:._ CJ-l@;lc. COM p,z..G--r ~ 1~ l -. % -= 3t> t(_+ 3 b "-:: f,6 u.. b : J (,/?b¼)(/ ,':,_>: 1, ff;, I 0/<- Cf/GCJ(. --; L, {//,'..167 F ..s = ,~1?11 /C= -d:>k.. F ~i.tr1 ~, ., WA,U. wT = /(S"t)~;( 6~q If: ti 1t:.. <; t..A1'6 :: t 1, '7 >( -Z-4 t ?;2-= 1-B k. f A,-,0 -= j tL--)( '-=-16 u ... w / 6 -#6 e. w. -r-~13- C,6~7-rr7 : ?X,lrxl,t;x.z<j:. I 6 f'- K-14( IL-~' 7-.l :::...S--0 0 ~ • PROJECT • SUBJECT • • / / • • I • • • • • KLT CONSULTING STRUCIURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 ,I-ILIN>kK6t?.. C'M.I.SBA.,.J) $ DATE ____ SHEET 1.,.~10F __ _ ,~ -:;;..¥cA:e ill/4:U.. Dt?Jl(zd e Ltll/G (/3,) CALC. av JOB 'f'7/ (') 7 J k 1 I /, 1 ;;, t ~' / 23Cf v-' / 3').' I/ ~ t' ,V';f7<J -- \))r =-I c-o 1i< 3r x ~ J 1170 = 3~a 1t::- f w-= ;70~", t S3 = 6f~ ? 611<.. +' ...... • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING STRUcnJRAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 J{lltl SAKlftf CAl?L 58A-b ..IC DATE----SHEETk-Z2> OF __ _ ,5}/Bfl6 WA?L z:>E$'.!Gt1 e L./-vE fB) CALC. BY JOB q7/cJ1T 9/Gt*. WMA-IJ/?SIG;A/ @ ,L.//~~ (& J (}_j (P-= (231 /C.. + t 4~) 1, f = 4'zs1t::.. ~ ffe= fa-o'x12)(&)~ -==5-zbk->42'-'?k.. ;vtJ .t/r,v1<1-v6r or r/4~-e:,/JI/!? A-rMo ~;= f'IWEL IS ~~t>-- -Vn; VJ = 4 .).<["'% = 7o II< + /o,b · C) CI/ 5=cK. 0 V ~ Ta I? IV I~ C7 t), 7:" M, -=0-31 I~ ;;'2.) + (61-~ ~> : 8 7 6 8 I K.. [ = C = B7~o/q7:: C/IK.. ( 3 J Ct1G-c1<. ue UF-T -q;k.. I(_ / ut7 -r; 13 r == Io 1 I ~es1.rr1-v9 :::: 3'?o ¾ :: / 1..f"k- f' P, C = ft 6 ~~rt)..P~1?~ I g 13 c.c... > /071<.. No o/"/,,cr. • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING STRUcruRAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 /lt1tl?AKG-I< CA-i<l.5/3.4P Jr OATE ____ SHEETL-~q OF __ _ 2/(Y+IR ut/4,tL uG-SI t;;/ @ Lu/€ (,s) CALC. 8Y JO8 9 // 0 7 I ( d.J C~< G,(}mftf,&-!·(10A/ ?c = C/1/Lf /8Jf:_. = 217 /(:_ fA-o ;f c&'P b := '-z7q C I 1,i,t;,;tl.">~ -::= 7, 2 FAD© //151/x ro ~ t,.L~,1/~ wj;o-# 6 l:,i.V, ( 6.J {)/Gel<.. ~l!Pb,1/q rs: '%31k-+61k.. -=3D31<- -r /:(c;!.IJ p;,.£,7 ~ WM,, wr = 1 "1> 1x. ?.'P :x I t;-D-~ -::::: ~~ ~ '4/...M:;, ,::::-/-.f">;< 9Z;< 62.S "f:::. '54 4' !~ f1 ,t?j..., ::::= } :;J.':-:i< ,_.. --,__,,bl<- Cc)/Jl I (f 4-t=> :. -1/i, tj"y 2-= 1-.r"' Cf)J.J~ Fr6;::; ~ x t). ,JI( I, t; x. Cf o -=-6 I k- 78 b '~x, ;C • PROJECT • SUBJECT • • • 11 1i' • • • • • • KLT CONSULTING STRUcnJRAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 ,Hu«>fH: et< C,4-4L s84P -1£ oATE _____ sHEETJ..-'o.::, oF __ _ 1 v\ 11 2t/f+,R. uJ t+:tL Dfi:J /6 . .J p kl&:E lZ CALC. av ____ JOB q 71 ° 7 -I -.......L.-L-:..--++--- 7;/@1?. Wkt<.. ~ L1Na t'-pl] I Z...41 14-' i-4-' I 2--'r 41h~ ~ <$> <€>:t-:= fl) II <$> <€> <$> wr=-l?b1,x~f 1.x. (lf'D%, --=410\c. r vv = 41h14;t. • , e3 :::: s1 "- • PROJECT • SUBJECT • • • • • • • • KLT . CONSULTING S1RUCJURAL ENGINEERS 343d Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 l!t1t1S,AKf?ls CA-gL~&AA .:zr DATE ____ SHEET!.-~l OF __ "' ,, -9,/fAi< W.M1, Pfi!l6d (? L14 C .,e CALC. 9y ___ JOB ---L9__,_7._'l_o +-Z- (IJ 10 =(7,;f'-+e71=.) /f-::4\J71C Ac../Fc/ == (133'x/z) (8}~ =71J1J I<. 7 4-t; 11<.ot<- No /lo-o1<. ~c-&6 --rt -li':, _ f'71k:... I k- V/? -? -o, b = t '° "2; Ye == 2 Ar.. /j;; -::: 7-X 7(S"g ~/ ~ k... Ts == tP, 62..x6t;· (!~6 x n..) = 50;;,1 J "2. 6~7 /<. 7 761,,~ """ (z J CJfGcJC fJl)@<..Tl.lRlit;,1<-7 t) 1 I, tl/, -=(~sr~?J2. )f (a7t 1£) ::: Cf 11 / Tl:.. T::C:: q,7 033 = 67 K- ( '?2} CH5cJc-~fu FT Te-if~ 6Cf¼ar = a 1 'G. F ~~l!Tl~t. == 476 7,.. == 238 l<- f:z~ -:::. 16 ifif;< p~ ( 13',5.J= 17 K. 217'7 k..-/ Ji I<-o 1<- ( 4..J Cl-I 6-CI( G0'14f, fc = 6· q. [G..+ J<rj'"J(... ::: ? 0 t'- -I 1>:¥t ~ -: q, a 1 b -"'J 7,;x1,,~ t Alo t.1 ft.1f 1, v p,w@ LIJ£ 10.!:b.';&x tl-&J w/to-*6c,vJ, • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING STRUcnJRAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 1/wf<JJkKG-S,. CM!.. S-$4-0 L OATE ____ SHEETk ... ~~ OF __ _ ~EA--« 14/4-&l @ Lt#(i-\P ii CALC. BY JOB 9 7/0 7 F1e1s-s/!rl,(/7 ~ -JIAM-= 1 lrl> x l?b 'x ;s1 =-47b t<- ~ -= 6,,5,,;< 7l-X v?1b -:::: 2,7:,..1e.. f _, L :. -: ~+~ Cottc,f.6.P =~2/1~+ /tp."-) :::::1,r,t;,1<- 0>"'7· Ft6, = :;~°'1rx1 /l $;<lib= 8--tK. I it> 8"2.. IC. l( I ;J.-,::: .379 /<.. > 32-b ~ o/L- • PROJECT • SUBJECT • • • • • • • • • KLT _ CONSULTING STRUCJVRAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 t{urV-5/+<ft< CAELSBAP 1 oATE ____ sHEETk,~~ oF __ _ £3RM-c·-O /:-1<4-tWE e. ~l}Jt, !{2 CALC. ev ___ JOB _ __,q,C.....:7'--'-1_0-J7'----_ 81<A-<-co rl<IYME (!. Ll"1E:-I~ lJEt'IG;J/ q: MA:tc ; 7k. l~ . .r ~ ft:= T ( 1£)/,r=t?o ;---;1< T ~~(~tt0) (3¼)-6S8~ --'>-r========lli=========~~ Pv= 6 ~ ex ( ~ J 11.:J.-_ / r.. "- 2-x /-z -{::;:,,-;;, fr = u/=i-£ I s (,< = 2-b I .;. j<.. f ~I tJ:: "2,b /7 ¾ ~f;,: -z,c>~ }:i::: /B,rx n-==-I~< Job ,.. -z~J..,, {)IC- F~::: )'2,~B iict, 1 TR(TS i>x6x-Jf I I z4-, --I --+ 1 o-o := 0,7/ '2...)( 11-h., Fa~ == f fi>..-= (&,71)(1.2,Jt:8)===-'1, 3 K~J 7,4.U.. = (7,-3}{1!),4) :: 9b I<> U/t:..oK. \4 I • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING STRUCllJRAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 Jlu11M:Kcf?. CA:eL '5/34-J:> .1r DATE ____ sHEEJ.-~k OF __ _ kA?Ea pRAefJ: cALc.Bv JOB 97(o7 DGSIG?AI or C/)j I.IMN l~:: l;~l¾,4-~10 K.. f;:::. tsg'k zf ~ /7~ 1r:: /IJ?I 7/C.: '2--1 /t:.. ~, _, I<. / f:_ ~ · • ) le ( ti I'~ rr -/ I) -l 11 .)<'. '79 -==-1: ~ Al{? (>.? J, 1f1) il:---t2, 1/. = 2 7 ¼$:: ~/ I<. ~ ~yrs 6x6Y ¼" !{f = /4Xl2. := 74 ) ,Fo..= /6,o/ /:,~I r --z,-v7 I f¾u_::@,o!J) (/6, (')/)·=:::./30 ~ > '24 k, OtG r=/7~, 3(¾)fG = I 1 k.f 2:, ( I o te..) =-~ Psc.== (l,7) {oak.J-:::::.2 :i.,/1<.. >47t<oK.. !>.E=Slet,./ o~ ri6', rt= 1,~ 14-lzt = Jo~ /1;,c.::: (33t10~3/1-JZ4':./t17,c. • • • • • • • • • • • PROJECT KLT CONSULTING S1RUCnJRAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 flud5'A-l(G~ C4-RI.-St4P JL oATE ____ sHEE"T w..-1 oF __ _ SUBJECT ---~P~k,::J...!,V:Jl...!!-~L~l)=-=e_.f_;_;/G;=~=~--------CALC. av ____ JOB C/z,; () z ~ ,- f?nr: /b ~4 ?{ =39z'Y, w ,4.-U.., -rt/ IC ::: 8 f I w I J/4-11 R.511 GA,.L tuT == t ~ :)1fo =1~ 1¥ VEj?rt./ To sr~ = (!'~ 31"+'')/4= 7.{:,2$ 1 ~ rc,. r-::. 3 ~av ps, KL T·CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE e NEWPORT BEACH, CA 92660 • • • • • • • • • • TEL. (714) 263-1308 • FAX (714) 263· Date: 09/03/97 W-2. Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD 2 f ktvS'~ ,/2~ i.,;, /4~ Ll\To_fil £ro£ / ----WALL DATA----VERTICAL LOADS LATERAL LOADS Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity % Used @ Base Seismic Zone # 32.00 ft 3.00 ft 8.00 in 6 8.50 in 0.300 0.300 = 150.000 0.0 4 ---MATERIAL DATA --- ~ 3~0~ Fy 60000 psi Phi 0.88 Min. Vert Steel % 0.0025 Min. Horiz Steel % = 0.0025 Max. Vertical Spacing 18.00 in Max. Horizontal 18.00 in 'd' : Depth To Steel 3.62 in Wall Weight 96.67 psf Effective Strip Width 12.00 in Live & Short Term Loads Combined Uniform Dead Load 392.0 # Point Lateral Load 0.0 # Uniform Live Load 0.0 # ... Height from Base 0.00 ft ..... Ecc. 6.50 in (this is a Seismic Load) Uniform Lateral Load 0.0 pit Concentric Dead Load 0.0 # ... distance to Bottom 0.00 ft Concentric Live Load 0.0 # ... distance to Top 0.00 ft (this is a Seismic Load) Concrete Weight 145.00 pct Wind Load 20.15 psf -----------SUMMARY------------ ------Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated------ M·n * Phi : Moment Capacity Applied: Mu @ Mid·Height Mu@ Top of Wall Allow Axial Stress Actual Axial Stress Max. As %: 0.6 * RhoBal = Maximum Service Deflection Ht/Service Defl Ratio 0.0150 Seismic 107518.3 in·# 106716.9 in-# 5759.6 in-# 140.0 psi 23.2 psi 0.0143 2.413 in 159 :1 Wind 106063.4 in·# 73231.5 in-# 4062.7 in·# 140.0 psi 23.2 psi 0.0143 0.283 in 1357 :1 Seismic Parapet Wt Used Space bars @ base of parapet at 18.0 in 18.0 in -----FACTORED LOAD STRESSES---------SERVICE LOAD DEFLECTIONS---- Seismic Wind Basic Defl. w/o P·Delta 0.562 in 0.358 in Basic Defl. w/o P-Delta Basic Mu w/o P·Delta 63049.0 in·# 40105.8 in-# Basic Moment w/o P-Delta '"' Moment in Excess of Mer 68854.0 in-# 35368.6 in-# Moment in Excess of Mer Max. Iterated Deflection 13.996 in 14.156 in Max. Iterated Deflection Max. Iterated Moment 106716.9 in·# 73231.5 in-# Max. Iterated Moment Seismic 0.401 in 45035.0 in·# 12877 .5 in·# 2.413 in 50740.4 in-# Wind 0.283 in 31680.3 in-# 0.0 in-# 0.283 in 37385.7 in·# --LOAD FACTORS USED ------------ANALYSIS VALUES---------- ACI 9-1 & 9-2 DL 1 .40 E :57,000*(f'c" .5) 3372165 psi S·gross ACI 9-1 & 9-2 LL 1.70 n: 29,000/Ec 8.60 Mer • S * Fr ACI 9-1 & 9·2 ST 1.70 Fr: 5 * (f'c" .5) 295.80 psi Rho balanced .... Seismic = ST 1.10 Ht / Thk Ratio 48.00 Seismic ACI 9-2 Group Factor 0.75 As(effl • [ Pu:tot + (As*Fy) l / Fy 0.673 in2 ACI 9-3 Dead Load Fact 0.90 'a' • (As*Fy + Pu) /(.85*f'c*12) 1.131 in ACI 9-3 Short Term 1.30 'c' = 'a'/ .85 1.331 in UBC 1921.2.7 "1.4" Factor = 1.40 Moment of Inertia Modification Factor 1.00 UBC 1921.2.7 "0.9" Factor = 0.90 l·gross 512.0 in4 I-cracked 39.8 in4 I-effective (ACI) 0.0 in4 Phi : Capacity Reduction Factor 0.88 Mn • As(eff) * Fy * ( d · a/2 I 122180 in-# Fc' = j§q-o p~, :If 1?8 1 ~/~, c, C~1c.) 128.0 in3 = 37862.9 in-# Wind 0.660 in2 1.110 in 1.305 in 1.00 512.0 in4 39.3 in4 0.0 in4 0.88 120527 in-# 0.0249 (continued on next page .... ) V4.4D (c) 1983·96 ENERCALC KLT CONSUL TING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • KL T-CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. (714) 263-1308 -FAX (714) 263- TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD 2 ( ..... continued} Design Method: Exact 1994 USC 1914.0 V4.4D (c) 1983-96 ENERCALC 0 0 er, N II <> E ., ·.; If.I Date: 09/03/97 Page: Roof DL = 392 1 bs f Roof LL = 0 1 b$ ,; Roof Ecc " 6.50 in -+ 3.00 Thick= 8.00 in Using:# 6@ 8.50 f"c "' 3500 psi Fy = 60000 psi Seismic Zone= 4 Seismic Factor= 0.300 Eff. Width= 12 in 32.00 II 'O C: 3: KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • PROJECT KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 · Tel: {714) 263-1308 Fax: {714) 263-1310 /!u« ~KA-,R CARlSBl}p .J[ oATE ____ SHEET W ,,4-:oF __ _ SUBJECT ___________________ CALC. BY ____ JOB p/o 7 Rnf= i4-+ (~4:;:6 )= /b J 3/, lu,ML:: 1&-z:>x'?-8X-s -= /btS 3/, '2.--X' 1., 6 S"'f'.15, = (c,, ;J (ia-o) )> = / '7 1 bf=;{ 7.,.')/).,b {1,'7 • • • • • • • • • • • KLT·CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. {714) 263-1308 • FAX (714) 263· TILT-UP CONCRETE WALL PANEL STRIP DESIGN f7twe-l ,6~ Date: 09/03/97 y../-~ Page: ----WALL DATA----VERTICAL LOADS LATERAL LOADS Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Oefl Ratio Fixity % Used @ Base Seismic Zone # 31.00 ft 4.00 ft 8.00 in 6 14.50 in 0.300 0.300 = 150.000 0.0 4 ---MATERIAL DATA --- f'c 3500 psi Fy • 60000 psi Phi 0.88 Min. Vert Steel % 2 0.0025 Min. Horiz Steel % .. 0.0025 Max. Vertical Spacing 18.00 in Max. Horizontal 18.00 in 'd': Depth To Steel 5.75 in Wall Weight 96.67 psf Effective Strip Width 12.00 in Live & Short Term Loads Combined Uniform Dead Load 101.0 # Point Lateral Load 0.0 # Uniform Live Load 0.0 # ... Height from Base 0.00 ft ..... Ecc. 0.00 in (this is a Seismic Load) Uniform Lateral Load 18.0 plf Concentric Dead Load 1615.0 # ... distance to Bottom 7.00 ft Concentric Live Load 0.0 # ... distance to Top 35.00 ft (this is a Seismic Load) Concrete Weight 145.00 pcf Wind Load 32.00 psf -----------SUMMARY----------- -----Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated----- M-n * Phi : Moment Capacity Applied: Mu @ Mid-Height Mu@ Top of Wall Allow Axial Stress Actual Axial Stress Max. As %: 0.6 * RhoBal - Maximum Service Deflection Ht/Service Defl Ratio 0.0150 Seismic 119386.4 in-# 119091.9 in-# 6316.8 in-# 140.0 psi 37.5 psi 0.0053 2.277 in 163 :1 Wind 115765.8 in-# 81002.9 in-# 3916.8 in-# 140.0 psi 37.5 psi 0.0053 1.322 in 281 :1 Seismic Parapet Wt Used Space bars @ base of parapet at 18.0 in 18.0 in -----FACTORED LOAD STRESSES ----SERVICE LOAD DEFLECTIONS Seismic Wind Seismic Wind Basic Defl. w/o P-Delta 0.724 in 0.471 in Basic Defl. w/o P-Delta 0.517 in 0.369 in Basic Mu w/o P-Delta 87975.9 in·# 56854.8 in-# Basic Moment w/o P-Delta 62839.9 in-# 44592.0 in-# Moment in Excess of Mer 81228.9 in-# 43140.0 in-# Moment in Excess of Mer 33907.5 in-# 15659.5 in-# Max. Iterated Deflection 6.172 in 6.387 in Max. Iterated Deflection 2.277 in 1.322 in Max. Iterated Moment 119091.9 in-# 81002.9 in-# Max. Iterated Moment 71770.4 in-# 53522.4 in-# --LOAD FACTORS USED ------------ANALYSIS VALUES---------- ACI 9-1 & 9-2 DL 1.40 E :57,000*(f'c" .5) 3372165 psi S-gross 128.0 in3 ACI 9-1 & 9-2 LL 1.70 n: 29,000/Ec . 8.60 Mer • S * Fr = 37862.9 in-# ACI 9-1 & 9-2 ST 1.70 Fr: 5 * (f'c" .5) 295.80 psi Rho balanced 0.0249 .... Seismic = ST 1.10 Ht / Thk Ratio 46.50 Seismic ACI 9-2 Group Factor 0.75 As(eff) • [ Pu:tot + (As*Fy) I/ Fy 0.448 in2 ACI 9-3 Dead Load Fact 0.90 'a' -(As*Fy + Pu) /l.85*f'c*12) 0.753 in ACI 9-3 Short Term 1.30 'c'• 'a'/ .85 0.886 in UBC 1921.2.7 "1.4" Factor -1.40 Moment of Inertia Modification Factor 1.00 UBC 1921.2.7 "0.9" Factor -0.90 I-gross 512.0 in4 I-cracked 94.0 in4 I-effective (ACI) 0.0 in4 Phi : Capacity Reduction Factor 0.88 Mn -As(eff) * Fy * ( d -a/2 l 135666 in-# .. I Wind 0.427 in2 0.718 in 0.845 in 1.00 512.0 in4 90.8 in4 0.0 in4 0.88 131552 in-# (continued on next page .... ) V4.4D (c) 1983-96 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • KLT-CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. (714) 263-1308 • FAX (714) 263· TILT-UP CONCRETE WALL PANEL STRIP DESIGN ( ..... continued) Design Method: Exact 1994 UBC 1914.0 ::: 0 0 "' N ::: ::: a:i II 'O ., C, ..I 28.00 " -~ ::: ·;; c,) .; ... .:! ., ..I 'O ., 'O 'O ·;; <t c,) 7.00 L V4.4D (c) 1983-96 ENERCALC 0 0 <-J "' II 'O C i Date: 09/03/97 Axi~l DL = + Axial LL• 1615 lbs O lbs Roof DL = 101 lbs I Roof LL= O lbs t Roof Ecc = 0.00 in l 4.00 Thick• 8.00 in Using:.,. 6 * 14.50 f'c = 3500 psi Fy = 60000 ps1 Seismic Zone• 4 Seismic F~ctor • 0.300 Eff. Width" 12 in 31.00 W-lP Page: KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING S1RUCfURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 l-lt11icS:,~(;;.R CA-t<LSM..o __zz: DATE ____ SHEETw .. 1 OF __ _ iJA-lleL JJHlcrd CALC.av ___ JOS 27/o 7 I _ _,_ _ __,_, -- t:"-=-8 ( J WT= {-¾J t5o :::1o0% Rnr= It i ~ =31-z-$r ~ ~o. Rnf =-~,2. +(-:s11..x I 2.. )-=~Bo~- 2 x' ~ ./if 5MI(_:: ~ 13 (10-0) {I 2) ~ .... '7t -----·-=-4~ /, '2.-)( f Wtt,Jo = W ,~ 1' (,-,o.,t;)[;,.,) = 5~ A. ;Y, I '),,, ( 4 ) 1"'f W 4r). ... ::. l 0--0 ~ ~I X'n-:_ ') I t; 3/, '"2..,<. 4 ~ ~ I pA~t-C@ :s~ 3 /rO-Of~ 37)._t (~'t,1--)tv'"I..) = {lt77 o/, \. ') .... :~ .. ;, ~ <E-t5M1C.:: 0 ,J(te-o)(l2--) :. CA ,; o/, L-X 3. ~ ,:rr, --u>,tt;+ l-d,1S(\tl--j -=..f-6,8 ~ '"l--l 'l;i, ~ ) vJ A,,f.<_..: \&0;.. >-l )( \ '2. \::\.1 ---...--,-:::::L{ \ ~1 /\ "'2-X ~.~ r 4'' z.4- I ,,. I /z..i· 3,31 . I, 41 ,~ ' ; . ~-3' ,, ./ • • • • • • • • • • • KLT·CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE - NEWPORT BEACH, CA 92660 TEL. (714) 263-1308 • FAX (714) 263· TIL T·UP CONCRETE WALL PANEL STRIP,pESIGN f7ANE Z£i HUNSAKER CARLSBAD 2 Date: 09/03/97 w .. EJ Page: ----WALL DATA----VERTICAL LOADS LATERAL LOADS Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity % Used @ Base Seismic Zone # 30.50 ft 4.50 ft 8.00 in 6 10.50 in 0.300 0.300 = 150.000 0.0 4 ---MATERIAL DATA --- f'c 3500 psi Fy = 60000 psi Phi 0.88 Min. Vert Steel % 0.0025 Min. Horiz Steel % = 0.0025 Max. Vertical Spacing 18.00 in Max. Horizontal 18.00 in 'd' : Depth To Steel 5.75 in Wall Weight 96.67 psf Effective Strip Width 12.00 in Live & Short Term loads Combined Uniform Dead Load 980.0 # Point Lateral Load 0.0 # Uniform Live Load 0.0 # ... Height from Base 0.00 ft ..... Ecc. 6.50 in (this is a Seismic Load) Uniform Lateral Load 45.0 pit Concentric Dead load 3150.0 # ... distance to Bottom 14.00 ft Concentric Live load 0.0 # ... distance to Top 35.00 ft (this is a Seismic Load) Concrete Weight 145.00 pct Wind load 50.40 psf -----------SUMMARY------------ -'------Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated------ M-n * Phi : Moment Capacity Applied: Mu @ Mid-Height Mu @ Top of Wall Allow Axial Stress Actual Axial Stress Max. As %: 0.6 * RhoBal 2 Maximum Service Deflection Ht/Service Defl Ratio 0.0150 Seismic 164039.8 in-# 161918.3 in-# 21505.4 in-# 140.0 psi 62.9 psi 0.0073 2.426 in 151 :1 Wind 158557 .0 in-# 131581.3 in-# 14496.1 in-# 140.0 psi 62.9 psi 0.0073 2.344 in 156 :1 Seismic Parapet Wt Used Space bars @ base of parapet at 18.0 in 18.0 in -----FACTORED LOAD STRESSES---------SERVICE LOAD DEFLECTIONS---- Seismic Wind Seismic Wind Basic Defl. w/o P-Delta 0.842 in 0.719 in Basic Defl. w/o P-Delta 0.601 in 0.569 in Basic Mu w/o P-Delta 107819.0 in-# 89107.2 in·# Basic Moment w/o P-Delta 77013.6 in·# 70450.1 in-# Moment in Excess of Mer 124055.4 in·# 93718.4 in-# Moment in Excess of Mer 53674.0 in·# 47322.7 in-# Max. Iterated Deflection 6.470 in 6.698 in Max. Iterated Deflection 2.426 in 2.344 in Max. Iterated Moment 161918.3 in-# 131581.3 in-# Max. Iterated Moment 91536.9 in-# 85185.6 in·# --LOAD FACTORS USED ------------ANALYSIS VALUES---------- ACl 9-1 & 9·2 Dl 1.40 E:57,000*(f'c".5) ,. 3372165psi S-gross 128.0in3 ACI 9-1 & 9-2 LL 1.70 n : 29,000/Ec 8.60 Mer • S * Fr = 37862.9 in-# ACI 9-1 & 9-2 ST 1.70 Fr: 5 * (f'c· .5) 295.80 psi Rho balanced 0.0249 .... Seismic "' ST 1.10 Ht / Thk Ratio 45.75 Seismic ACI 9-2 Group Factor 0.75 As(effl • I Pu:tot + (As*Fy) l / Fy 0.644 in2 ACI 9-3 Dead Load Fact 0.90 'a' -(As*Fy + Pu) /(.85*f'c*121 1.082 in ACI 9.3 Short Term 1.30 'c'• 'a'/ .85 1.273 in UBC 1921.2.7 "1.4" Factor 2 1.40 Moment of Inertia Modification Factor 1.00 UBC 1921.2.7 "0.9" Factor -0.90 I-gross 512.0 in4 I-cracked 119 .2 in4 I-effective (ACI) 0.0 in4 Phi : Capacity Reduction Factor 0.88 Mn -As(eff) * Fy * ( d · a/21 186409 in-# I IS) I ., " 0 .. 9 t fl • , t 4~ -1 (?~ I f-c = ;3 f-cn> Wind 0.609 in2 1.023 in 1.203 in 1.00 512.0 in4 115.2 in4 0.0 in4 0.88 180178 in-# (continued on next page .... ) V4.40 (cl 1983-96 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • KLT-CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. (714) 263-1308 -FAX (714) 263- TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD 2 ( ..... continued) Design Method: Exact 1994 UBC 1914.0 ::: ::: ,,; st II .., ., 0 ..J 21.00 <.) ·s ., ·.; "' ~ :l ., ..J ~ .., .., -<C I V4.4D (c) 1983-96 ENERCALC 0 0 ~ N Date: 09/03/97 Axiel DL = + ilxial LL• 3150 lbs O lbs Roof DL = 980 lbs f Roof LL= o lbs i' Roof Ecc = 6.50 in ' 4.50 Thick• B.00in Using:., 64'> 10.50 f'c = 3500 psi f~ = 60000 psi Seismic Zone• 4 Seismic Factor• 0.300 Eff. Width"' 12 in 30.50 W-q Page: KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • KLT·CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. (714) 263-1308 · FAX (714) 263· TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD 2 p kt-J&-"./2G\ Date: 09/03/97 W10 Page: ----WALL DATA----VERTICAL LOADS LATERAL LOADS Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Def! Ratio Fixity % Used @ Base Seismic Zone # 30.50 ft 4.50 ft 8.00 in 6 8.25 in 0.300 0.300 = 150.000 0.0 4 ---MATERIAL DATA --- f'c 3500 psi Fy 60000 psi Phi 0.88 Min. Vert Steel % 0.0025 Min. Horiz Steel % = 0.0025 Max. Vertical Spacing 18.00 in Max. Horizontal 18.00 in 'd': Depth To Steel 5.75 in Wall Weight 96.67 psf Effective Strip Width 12.00 in Live & Short Term Loads Combined Uniform Dead Load 1105.0 # Point Lateral Load 0.0 # Uniform Live Load 0.0 # ... Height from Base 0.00 ft ..... Ecc. 6.50 in (this is a Seismic Load) Uniform Lateral Load 54.5 plf Concentric Dead Load 4137.0# ... distance to Bottom 14.00 ft Concentric Live Load a.a# ... distance to Top 35.00 ft (this is a Seismic Load) Concrete Weight 145.00 pcf Wind Load 56.80 psf ------------SUMMARY----------- ------Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated------ M-n * Phi : Moment Capacity Applied: Mu @ Mid-Height Mu @ Top of Wall Allow Axial Stress Actual Axial Stress Max. As %: 0.6 * RhoBal • Maximum Service Deflection Ht/Service Defl Ratio 0.0150 Seismic 200659.2 in-# 187559.4 in-# 24258.8 in-# 140.0 psi 74.5 psi 0.0093 2.429 in 151 :1 Wind 194758.5 in-# 154103.0 in-# 16340.6 in-# 140.0 psi 74.5 psi 0.0093 2.398 in 153 :1 18.0 in Seismic Parapet Wt Used Space bars @ base of parapet at 18.0 in -----FACTORED LOAD STRESSES ---------SERVICE LOAD DEFLECTIONS ---,--- Seismic Wind Seismic Wind 0.642 in 79397.9 in-# 58983.8 in-# 2.398 in 96846.7 in-# Basic Defl. w/o P-Delta 0.925 in 0.810 in Basic Defl. w/o P-Delta 0.661 in Basic Mu w/o P-Delta 118958.9 in-# 100424.3 in-# Basic Moment w/o P-Oelta 84970.7 in-# Moment in Excess of Mer 149696.4 in-# 116240.1 in-# Moment in Excess of Mer 64305.3 in-# Max. Iterated Deflection 6.937 in 7.149 in Max. Iterated Deflection 2.429 in Max. Iterated Moment 187559.4 in-# 154103.0 in-# Max. Iterated Moment 102168.3 in-# --LOAD FACTORS USED ------------ANALYSIS VALUES---------- ACI 9-1 & 9-2 DL 1.40 E :57,000*(f'c" .5) 3372165 psi S-gross ACI 9-1 & 9-2 LL 1.70 n: 29,000/Ec . 8.60 Mer -S * Fr ACI 9-1 & 9-2 ST 1.70 Fr: 5 * (f'c" .5) 295.80 psi Rho balanced .... Seismic = ST 1.10 Ht /Thk Ratio 45.75 Seismic ACI 9-2 Group Factor 0.75 As(eff) --[ Pu:tot + (As*Fy) l / Fy 0.807 in2 ACI 9-3 Dead Load Fact 0.90 'a' -(As*Fy + Pu) /(.85*f'c*12) 1.356 in ACI 9-3 Short Term 1.30 'c'• 'a'/ .85 1.595 in UBC 1921.2.7 "1.4" Factor ~ 1.40 Moment of Inertia Modification Factor 1.00 UBC 1921.2.7 "0.9" Factor -0.90 I-gross 512.0 in4 I-cracked 136.0 in4 I-effective (ACI) 0.0 in4 Phi : Capacity Reduction Factor 0.88 Mn -As(eff) * Fy * ( d • a/2 ) 228022 in-# D • ;tilt' r p p , 128.0 in3 = 37862.9 in-# Wind 0.765 in2 1.286 in 1.513 in 1.00 512.0 in4 132.0 in4 0.0 in4 0.88 221317 in-# 0.0249 (continued on next page .... } V4.4D (cl 1983-96 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • KLT-CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. (714) 263-1308 • FAX (714) 263- TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD 2 ( ..... continued) Design Method: Exact 1994 UBC 1914.0 21.00 14.00 l V4.4D (cl 1983-96 ENERCALC = 0 0 c,; N ::: 0 0 c,; N II " ·e ., ·.; "' ::: 0 0:, .,; It) II 'O C ~ Date: 09/03/97 Axi8l DL = • Axial LL• 4137 lbs o lbs RoofDL = 1105 lbs I RooflL = O lbs T Roof Ecc = 6.50 in ' 4.50 Thick,. 8.00 in Using:,. 6 qi, 8.25 f'c = 3500 ps1 Fy = 60000 psi Seismic Zone,. 4 Seismic Factor= 0.300 Eff. Width• 12 in 30.50 Page: KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • KLT·CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. (714) 263-1308 • FAX (714) 263· TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD 2 p kflff /4\ 1 ~ Date: 09/03/97 WI~ Page: ----WALL DATA----VERTICAL LOADS LATERAL LOADS Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity % Used @ Base Seismic Zone # 30.50 ft 4.50 ft 8.00 in 6 15.50 in 0.300 0.300 = 150.000 0.0 4 ---MATERIAL DATA --- f'c 3500 psi Fy 60000 psi Phi 0.88 Min. Vert Steel % = 0.0025 Min. Horiz Steel % = 0.0025 Max. Vertical Spacing 18.00 in Max. Horizontal 18.00 in 'd': Depth To Steel 5.75 in Wall Weight 96.67 psf Effective Strip Width 12.00 in Live & Short Term Loads Combined Uniform Dead Load 675.0 # Point Lateral Load 0.0 # Uniform.live load 0.0 # ... Height from Base 0.00 ft ..... Ecc. 6.50 in (this is a Seismic load) Uniform Lateral Load 21.7 plf Concentric Dead Load 1518.0 # ... distance to Bottom 14.00 ft Concentric Live Load 0.0 # ... distance to Top 35.00 ft (this is a Seismic Load) Concrete Weight 145.00 pcf Wind load 34.70 psf -----------SUMMARY------------ -----Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated ----- M-n * Phi : Moment Capacity Applied: Mu @ Mid-Height Mu@ Top of Wall Allow Axial Stress Actual Axial Stress Max. As %: 0.6 * RhoBal - Maximum Service Deflection Ht/Service Defl Ratio 0.0150 Seismic 115186.8 in-# 114153.9 in-# 14766.6 in-# 140.0 psi 42.7 psi 0.0049 2.034 in 180 :1 Wind 111034.1 in-# 87701.7 in-# 9982.3 in-# 140.0 psi 42.7 psi 0.0049 1.645 in 222 :1 18.0 in Seismic Parapet Wt Used Space bars @ base of parapet at 18.0 in -----FACTORED LOAD STRESSES---------SERVICE LOAD DEFLECTIONS---- Seismic Wind Seismic Wind Basic Defl. w/o P-Delta 0.639 in 0.495 in Basic Defl. w/o P-Delta 0.456 in 0.392 in Basic Mu w/o P-Delta 80632.2 in-# 61350.5 in·# Basic Moment w/o P-Delta 57594.5 in-# 48505.2 in-# Moment in Excess of Mer 76291.0 in-# 49838.8 in·# Moment in Excess of Mer 29676.8 in-# 20651.6 in-# Max. Iterated Deflection 5.875 in 6.118 in Max. Iterated Deflection 2.034 in 1.645 in Max. Iterated Moment 114153.9 in-# 87701.7 in-# Max. Iterated Moment 67539.7 in-# 58514.5 in-# --LOAD FACTORS USED ------------ANALYSIS VALUES---------- ACI 9-1 & 9-2 DL 1.40 E :57,000*(f'c" .5) • 3372165 psi S-gross 128.0 in3 ACI 9-1 & 9-2 LL 1.70 n : 29,000/Ec 8.60 Mer -S * Fr = 37862.9 in-# ACI 9-1 & 9-2 ST 1.70 Fr: 5 * (f'c" .5) 295.80 psi Rho balanced 0.0249 .... Seismic = ST 1.10 Ht/ Thk Ratio 45.75 Seismic ACI 9-2 Group Factor 0.75 As(effl • [ Pu:tot + (As*Fy)] / Fy 0.436 in2 ACI 9-3 Dead Load Fact 0.90 'a' -(As*Fy + Pu) /(.85*f'c*12) 0.733 in ACI 9-3 Short Term 1.30 'c'• 'a'/ .85 0.863 in UBC 1921.2.7"1.4" Factor -1.40 Moment of Inertia Modification Factor 1.00 UBC 1921.2.7 "0.9" Factor -0.90 I-gross 512.0 in4 I-cracked 92.2 in4 I-effective (ACI) 0.0 in4 Phi : Capacity Reduction Factor 0.88 Mn • As(eff) * Fy * ( d -a/2 ) 130894 in-# I 6 't> , t r ..~::j Pe,,e ~!Z. Wind 0.412 in2 0.693 in 0.815 in 1.00 512.0 in4 88.5 in4 0.0 in4 0.88 126175 in-# (continued on next page .... ) V4.4D (cl 1983-96 ENERCALC KLT CONSUL TING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • KLT-CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. (714) 263-1308 • FAX (714) 263· TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD 2 ( ..... continued) Deif gn Method: Exact 1994 UBC 1914.0 = = N II ~ 0 ..J 21.00 <> ·e ., ·.; (fJ = 0 0 c,; N II <> ·e " ·.; (fJ 1400 l V4.40 (cl 1983-96 ENERCALC = 0 I'-v I<> II ... C i Date: 09/03/97 Axi81 DL = + Axial LL z 1518 lbs O lbs RoofDL = 675 lbs I Roof LL= o lbs T Roof Ecc = 6.50 in ' 4.50 Thick• 8.00in Using:,. 6 ,ji> 15.50 f'c = 3500 psi Fy = 60000 psi Seismic Zone• 4 Seismic FGctor • 0.300 Eff. Width= 12 in 30.50 WI~ Page: KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • PROJECT KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 Hutv SA--ll.G--f?. C.4-~L. S/34-D .Jr oATE _____ sHEETW 14-oF __ _ SUBJECT--------------------CALC. av ____ JOB _ _,_q_-,'--'l'--'o::C...7 __ _ lro;=-= ,._,_,1 ~ WML-:.. 7 ~o ~-::: 7yto lb o/. \?L =-M~i:to),: 1-880' 1- S~t~.= B1~ \A)!llo: -io,t;, ~ ( o I ~a 3/, I') -~1=,--:: '4 L ( b c'.f. ){1 0 ¼:¼/. ...vu, 0 ..,.. --\-=.\,\ ' ")....'ll ~ J WA-U.,~ l !b,cJ.C)( It:, -:::: fB~ 3 #/, ""2--~ 3 17. L --I Ch-~~) ~~6 0 ~ _. __ _ 7V\,~ #1 ¼-t .{,=-03 (II b) Io ~_.f-g !i5( Z--:x~ \i'V ti.Jo ::. ~, IS -r C ~;:~x' ~ 0 J ::. e;~. 7 'Y. -z.' f~&L~ Fer~ *7ro· i.u KLT-CONSUL TING STRUCTURAL ENGINEERS e 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 • • • • • • • • • • TEL. (714) 263-1308 • FAX (714) 263· TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD 2 Date: 09/03/97 v.J--1? Page: ----WALL DATA----VERTICAL LOADS LATERAL LOADS Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity % Used @ Base Seismic Zone # 33.60 ft 1.40 ft 9.25 in 6 4.25 in 0.300 0.300 = 150.000 0.0 4 ---MATERIAL DATA --- f'c 4000 psi Fy • 60000 psi Phi 0.88 Min. Vert Steel % = 0.0025 Min. Horiz Steel % = 0.0025 Max. Vertical Spacing 18.00 in Max. Horizontal 18.00 in 'd': Depth To Steel 7.00 in Wall Weight -111.77 psf · Effective Strip Width 12.00 in Live & Short Term Loads Combined Uniform Dead Load 224.0 # Point Lateral Load 0.0 # Uniform Live Load 0.0 # ... Height from Base 0.00 ft ..... Ecc. 6.50 in (this is a Seismic Load) Uniform Lateral Load 87.0 pit Concentric Dead Load 10130.0 # ... distance to Bottom 10.00 ft Concentric Live Load 0.0 # ... distance to Top 35.00 ft (this is a Seismic Load) Concrete Weight 145.00 pcf Wind Load 70.50 psf ------------SUMMARY----------- ------Using: UBC Sec. 1914.0 method •.. Exact, Non-Iterated----- M·n * Phi : Moment Capacity Applied: Mu @ Mid-Height Mu@ Top of Wall Allow Axial Stress Actual Axial Stress Max. As %: 0.6 * RhoBal • Maximum Service Deflection Ht/Service Defl Ratio 0.0171 Seismic 438712.0 in-# 382062.6 in·# 4022.8 in·# 160.0 psi 111.6 psi 0.0148 2.658 in 152 :1 Wind 429455.2 in-# 254175.5 in·# 2585.9 in·# 160.0 psi 111.6 psi 0.0148 1.941 in 208 :1 Seismic Parapet Wt Used Space bars @ base of parapet at 18.0 in 18.0 in -----FACTORED LOAD STRESSES ----SERVICE LOAD DEFLECTIONS Seismic Wind Seismic Wind Basic Defl. w/o P-Delta 1.450 in 0.905 in Basic Defl. w/o P-Delta 1.036 in 0.710 in Basic Mu w/o P-Delta 250306.2 in-# 152454.9 in-# Basic Moment w/o P-Delta 178790.1 in-# 119700.9 in·# Moment in Excess of Mer 327948.1 in-# 200061.0 in-# Moment in Excess of Mer 157856.9 in-# 98886.0 in-# Max. Iterated Deflection 7.614 in 7.820 in Max. Iterated Deflection 2.658 in 1.941 in Max. Iterated Moment 382062.6 in·# 254175.5 in-# Max. Iterated Moment 211971.4 in·# 153000.5 in-# --LOAD FACTORS USED ------------ANALYSIS VALUES---------- ACl 9-1 & 9-2 DL 1.40 E:57,000*(f'c".5) • 3604997psi S-gross 171.1in3 ACI 9· 1 & 9-2 LL 1.70 n: 29,000/Ec 8.04 Mer • S * Fr = 54114.5 in-# ACl9-1&9-2ST 1.70 Fr:5*(f'c".51 316.23psi Rhobalanced 0.0285 .... Seismic = ST 1.10 Ht / Thk Ratio 43.59 Seismic ACI 9-2 Group Factor 0.75 As(eff) • [ Pu:tot + (As*Fy) l / Fy 1.531 in2 ACI 9-3 Dead Load Fact 0.90 'a' • (As*Fy + Pu) /(.85*f'c*12) 2.252 in ACI 9-3 Short Term 1.30 'c' • 'a'/ .85 2.650 in UBC 1921.2.7 "1.4" Factor -1.40 Moment of Inertia Modification Factor 1.00 UBC 1921.2.7 "0.9" Factor • 0.90 I-gross 791.5 in4 I-cracked 307.6 in4 I-effective (AC)) 0.0 in4 Phi : Capacity Reduction Factor 0.88 Mn • As(eff) * Fy * ( d . a/2 ) 498536 in·# • l ., , p t)/9., ... Wind 1.459 in2 2.146 in 2.524 in 1.00 791.5 in4 299.5 in4 0.0 in4 0.88 488017 in-# (continued on next page .... ) V4.4D {cl 1983-96 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • KL T·CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. (714) 263-1308 • FAX (714) 263· TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD 2 ( ....• continued) De$lgn Method: Exect 1994 UBC 1914.0 :::: :::: 25.00 :::: "" It) "" "" II " "§ " ·;; en I V4.4D (c) 1983-96 ENERCALC Date: 09/03/97 Vv-/(p Page: Axial DL = 10130 lbs + Axial LL• 0 lbs Roof DL = 224 1 bs I Roof LL = O 1 bs T Roof Ecc = 6.50 in -1.40 Thick• 9.25 in Usi n9: # 6 q, 4.25 f'c = 4000 psi Fg = 60000 psi :::: Seismic Zone• 4 0 Sehmfc Factor• 0.300 It) ci ..... 33_60 Eff. Width• 12 in u -0 C 3: KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • KLT·CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. (714) 263-1308 • FAX (714) 263· TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD 2 Date: 09/03/97 ----WALL DATA----VERTICAL LOADS LATERAL LOADS Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity % Used @ Base Seismic Zone # 33.20 ft 1.80 ft 9.25 in 6 7.75 in 0.300 0.300 = 150.000 0.0 4 Uniform Dead Load 171.0 # Uniform Live Load 0.0 # ..... Ecc. 6.50 in Concentric Dead Load 7393.0 # Concentric Live Load 0.0 # Concrete Weight 145.00 pcf Point Lateral Load 0.0 # ... Height from Base 0.00 ft (this is a Seismic Load) Uniform Lateral Load 58.0 plf ... distance to Bottom 10.00 ft ... distance to Top 35.00 ft (this is a Seismic Load) Wind Load 53.70 psf ---MATERIAL DATA --------------SUMMARY------------ f'c 4000 psi ------Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated------ Fy = 60000 psi ~ 0~ Min. Vert Steel % = 0.0025 Min. Horiz Steel % = 0.0025 Max. Vertical Spacing 18.00 in Max. Horizontal 18.00 in 'd': Depth To Steel 7.00 in Wall Weight = 111. 77 psf Effective Strip Width 12.00 in Live & Short Term Loads Combined M-n * Phi : Moment Capacity Applied: Mu @ Mid-Height Mu@ Top of Wall Allow Axial Stress Actual Axial Stress Max. As %: 0.6 * RhoBal - Maximum Service Deflection Ht/Service Defl Ratio 0.0171 Seismic 274771.4 in-# 271202.1 in-# 4047.2 in-# 160.0 psi 86.7 psi 0.0081 2.541 in 157 :1 Seismic Parapet Wt Used Space bars @ base of parapet at 18.0 in Wind 264891.5 in-# 178361.4 in-# 2498.1 in-# 160.0 psi 86.7 psi 0.0081 1.764 in 226 :1 18.0 in -----FACTORED LOAD STRESSES---------SERVICE LOAD DEFLECTIONS---- Seismic Wind Basic Defl. w/o P-Delta 1.065 in 0.655 in Basic Defl. w/o P-Delta Basic Mu w/o P-Delta 187644. 7 in-# 113119.4 in-# Basic Moment w/o P-Delta Moment in Excess of Mer 217087.6 in-# 124246.9 in-# Moment in Excess of Mer Max. Iterated Deflection 6.214 in 6.459 in Max. Iterated Deflection Max. Iterated Moment 271202.1 in-# 178361.4 in-# Max. Iterated Moment Seismic 0.760 in 134031.9 in-# 105428.8 in-# 2.541 in 159543.3 in-# Wind 0.514 in 88819.2 in-# 60256.9 in-# 1.764 in 114371.4 in-# --LOAD FACTORS USED ------------ANALYSIS VALUES---------- ACI 9-1 & 9-2 DL 1 .40 E :57,000*(f'c •. 5) • 3604997 psi S-gross ACI 9-1 & 9-2 LL 1.70 n: 29,000/Ec 8.04 Mer -S * Fr ACI 9-1 & 9-2 ST 1.70 Fr: 5 * (f'c" .5) 316.23 psi Rho balanced .... Seismic = ST 1.10 Ht / Thk Ratio 43.07 Seismic ACI 9-2 Group Factor 0.75 As(eff) -[ Pu:tot + (As*Fy) l / Fy 0.906 in2 ACI 9-3 Dead Load Fact 0.90 'a' -(As*Fy + Pu) /(.85*f'c*12) 1.332 in ACI 9-3 Short Term 1.30 'c' • 'a'/ .85 1.567 in UBC 1921.2.7 "1.4" Factor • 1.40 Moment of Inertia Modification Factor 1.00 UBC 1921.2.7 "0.9" Factor -0.90 I-gross 791.5 in4 I-cracked 230.5 in4 I-effective (AGO 0.0 in4 Phi : Capacity Reduction Factor 0.88 Mn -As(effl * Fy * ( d -a/2) 312240 in-# 0, Ft G t,f · I / , ' I ~ • & ' Ii I t. II • a e "3l--D fc/-;. ~ lll r 171.1 in3 = 54114.5 in-# 0.0285 Wind 0.850 in2 1.249 in 1.470 in 1.00 791.5 in4 221.7 in4 0.0 in4 0.88 301013 in-# (continued on next page .... ) V4.4D (cl 1983-96 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • KLT-CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. (714) 263-1308 -FAX (714) 263- TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD 2 ( ..... continued) Design Method: Ex~ct 1994 UBC 1914.0 ::: ::: a::i IIJ II "O ., 0 -' 25.00 u E " ·;; O"J ;; I. !; ., -' .., " "O "O -<t I V4.4D (c) 1983-96 ENERCALC ::: 0 I"-.,; Ill • "O C i Date: 09/03/97 Axial DL = + Axial LL• 7393 lbs O lbs RoofDL = 171 lbs I Roof LL= 0 lbs t Roof Ecc = 6.50 in -!'.so Thick• 9.25 in Using:,. 6<i> f'c = 4000 psi fy = 60000 psi Seismic Zone• Sehmic Factor• 7.75 4 0.300 33_20 Eff. Width• 12 in W,te> Page: KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • KLT CONSULTING S1RUcnJRAL ENGINEERS. 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 PROJECT HutJ.5Af-li1< CA-R...l se.4-v JI. OATE ____ SHEETw .... 14oF __ _ SUBJECT __________________ CALC. ev ___ JOB ~ Vo 7 -t= r4-'' tvf = {_~:J/:f-o = I l h ~ 4Lo tf'D7>f= )b~X¾.: t1-~ Rnf-/WP, = 61 r(6-z.4;'.i,° }2 ='vl<f" 'J< WA«... -=-nbx.z-(',xLo (z) =l74~ ~ -z._x. 'r . ,S&i~.-:: (O,~J(tlt>) i,o (,-) -=--~l~ "2-,;( 4 \Nt;.JY)-;._ "">t),\S +(")th\$)( I OJ( t...) = l 1>\ i; o/, 'l,--)(.t J~ 1'uviA-oo ~ h1-t ( b{: ~ )-==z-~ 11/,' \\Jk ~ 116,{ '7..-J'"x io _ lt -i. >< v =-"1-,;tj O 1/, ~u ::: ~' ~ _) C Hh) \ ~ = e 1 1Y. '),.-)( 1... I -'11 I /0 I +~rt / 0 1 t 4~r /0 I ( t pA-NGl.~41 Fe'--4nro ,-~, • • • • • • • • • • • KLT-CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 -TEL. (714) 263-1308 -FAX (714) 263- TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD 2 Date: 09/03/97 W-ZO Page: ----WALL DATA----VERTICAL LOADS LATERAL LOADS Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity % Used @ Base Seismic Zone # 34.20 ft 0.80 ft 9.25 in 6 4.00 in 0.300 0.300 = 150.000 0.0 4 ---MATERIAL DATA --- f'c 4000 psi Fy = 60000 psi Phi 0.88 Min. Vert Steel % = 0.0025 Min. Horiz Steel % = 0.0025 Max. Vertical Spacing 18.00 in Max. Horizontal 18.00 in 'd' : Depth To Steel 7.00 in Wall Weight = 111.77 psf Effective Strip Width 12.00 in Live & Short Term Loads Combined Uniform Dead Load 224.0 # Point Lateral Load 0.0 # Uniform Live Load 0.0 # ... Height from Base 0.00 ft ..... Ecc. 6.50 in (this is a Seismic Load) Uniform Lateral Load 87.0 plf Concentric Dead Load 7250.0 # ... distance to Bottom 10.00 ft Concentric Live Load 0.0 # ... distance to Top 35.00 ft (this is a Seismic Load) Concrete Weight 145.00 pcf Wind Load 70.50 psf -----------SUMMARY------------ -----Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated------ M-n * Phi : Moment Capacity Applied: Mu @ Mid-Height Mu@ Top of Wall Allow Axial Stress Actual Axial Stress Max. As %: 0.6 * RhoBal - Maximum Service Deflection Ht/Service Def! Ratio 0,0171 Seismic 449656.2 in-# 367845.3 in-# 2686.4 in-# 160.0 psi 85.4 psi 0.0157 2.736 in .,, 150 :1 Wind 442654.4 in-# 240093.5 in-# 1874.0 in-# 160.0 psi 85.4 psi 0.0157 1.929 in 213 :1 Seismic Parapet Wt Used Space bars @ base of parapet at 18.0 in 18.0 in -----FACTORED LOAD STRESSES---------SERVICE LOAD DEFLECTIONS---- Seismic Wind Seismic Wind Basic Defl. w/o P-Delta 1.570 in 0.973 in Basic Defl. w/o P-Delta 1.121 in 0.764 in Basic Mu w/o P-Delta 261212.8 in-# 158295.7 in-# Basic Moment w/o P-Delta 186580.5 in·# 124282.0 in-# Moment in Excess of Mer 313730.8 in-# 185979.0 in-# Moment in Excess of Mer 158298.5 in-# 96090.3 in-# Max. Iterated Deflection 8.057 in 8.222 in Max. Iterated Deflection 2.736 in 1.929 in Max. Iterated Moment 367845.3 in-# 240093.5 in-# Max. Iterated Moment 212413.0 in-# 150204.8 in-# --LOAD FACTORS USED ------------ANALYSIS VALUES---------- ACI 9-1 & 9-2 DL 1.40 E :57,000*(f'c" .5) 3604997 psi S-gross 171.1 in3 ACl9-1&9-2LL 1.70 n:29,000/Ec 8.04 Mcr-S*Fr -54114.5in-# ACI 9-1 & 9-2 ST 1.70 Fr: 5 * (f'c" .5) 316.23 psi Rho balanced 0.0285 .... Seismic = ST 1.10 Ht / Thk Ratio 44.37 Seismic ACI 9-2 Group Factor 0.75 As(eff) -[ Pu:tot + (As*Fy) l / Fy 1.541 in2 ACI 9-3 Dead Load Fact 0.90 'a' -(As*Fy + Pu) /(.85*f'c*12) 2.266 in ACI 9-3 Short Term 1.30 'c'• 'a'/ .85 2.666 in UBC 1921.2.7 "1.4" Factor ,. 1.40 Moment of Inertia Modification Factor 1.00 UBC 1921.2.7 "0.9" Factor ,. 0.90 I-gross 791.5 in4 I-cracked 308.7 in4 I-effective (ACI) 0.0 in4 Phi : Capacity Reduction Factor 0.88 Mn -As(eff) * Fy * ( d -a/2) 510973 in-# • ... ;&:J; .. 6'.I ., t t A O «: f • • f I Wind 1.486 in2 2.185 in 2.571 in 1.00 791.5 in4 302.4 in4 0.0 in4 0.88 503016 in-# (continued on next page .... ) V4.4D (cl 1983-96 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • KLT-CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. (714) 263-1308 • FAX (714) 263· TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD 2 ( ..... continued) Design Method: Exact 1994 UBC 1914.0 ::: ::: ,-: a:, II ,:, ., " -' 25.00 .., ·e ::: " ·;; "' "' "' .; IQ "' ,._ !! ,, II -' .., ,::, '§ ., 'O " ,::, ·.; < "' I V4.40 (cl 1983-96 ENERCALC ::: 0 "' d r- II ... C j Date: 09/03/97 Axial DL = + Axial LL,. 7250 lbs O lbs Roof DL = 224 lbs I Roof LL= o lbs T Roof Ecc = 6.50 in -0.80 Thick• 9.25 in Using: " 6 oil> f'c = 4000 psi fy = 60000 psi Seismic Zone,. Seismic Foctor,. 4.00 4 0.300 34.20 Eff. Width,. 12 in W-'2 f Page: KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT-CONSULTING STRUCTURAL ENGINEERS e 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 • • • • • • • • • • TEL. (714) 263-1308 • FAX (714) 263· Date: 09/03/97 W-~~ Page: TIL T·UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD 2 ----WALL DATA----VERTICAL LOADS LATERAL LOADS Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity % Used @ Base Seismic Zone # 34.00 ft 1.00 ft 9.25 in 6 4.00 in 0.300 0.300 = 150.000 0.0 4 ---MATERIAL DATA --- f'c 4000 psi Fy = 60000 psi Phi 0.88 Min. Vert Steel % = 0.0025 Min. Horiz Steel % -0.0025 Max. Vertical Spacing 18.00 in Max. Horizontal 18.00 in 'd': Depth To Steel 7.00 in Wall Weight • 111.77 psf Effective Strip Width 12.00 in Live & Short Term Loads Combined Uniform Dead Load 224.0 # Point Lateral Load 0.0 # Uniform Live Load 0.0 # ... Height from Base 0.00 ft ..... Ecc. 6.50 in !this is a Seismic Load) Uniform Lateral Load 87.0 plf Concentric Dead Load 7250.0 # ... distance to Bottom 10.00 ft Concentric Live Load 0.0 # ... distance to Top 35.00 ft (this is a Seismic Load) Concrete Weight 145.00 pcf Wind Load 70.50 psf --------~~-SUMMARY------------ -----Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated----- M-n * Phi : Moment Capacity Applied: Mu @ Mid-Height Mu@ Top of Wall Allow Axial Stress Actual Axial Stress Max. As %: 0.6 * RhoBal - Maximum Service Deflection Ht/Service Defl Ratio 0.0171 Seismic 449688.7 in-# 363096.8 in-# 3050.9 in-# 160.0 psi 85.5 psi 0.0157 2.668 in 153 :1 Wind 442679.6 in-# 237298.8 in·# 2068.1 in-# 160.0 psi 85.5 psi 0.0157 1.882 in 217 :1 Seismic Parapet Wt Used Space bars @ base of parapet at 18.0 in 18.0 in -----FACTORED LOAD STRESSES---------SERVICE LOAD DEFLECTIONS---- Seismic Wind Seismic Wind Basic Defl. w/o P-Delta 1.529 in 0.950 in Basic Defl. w/o P-Delta 1.092 in 0.746 in Basic Mu w/o P-Delta 257595.9 in-# 156359.6 in·# Basic Moment w/o P-Delta 183997.1 in-# 122763.4 in-# Moment in Excess of Mer 308982.3 in-# 183184.3 in-# Moment in Excess of Mer 155587.5 in-# 94450.5 in-# Max. Iterated Deflection 7 .963 in 8.126 in Max. Iterated Deflection 2.668 in 1.882 in Max. Iterated Moment 363096.8 in-# 237298.8 in-# Max. Iterated Moment 209701.9 in-# 148565.0 in·# --LOAD FACTORS USED ------------ANALYSIS VALUES---------- ACI 9-1 & 9-2 DL 1.40 E :57,000*(f'c" .5) 3604997 psi S-gross 171.1 in3 ACI 9-1 & 9-2 LL 1.70 n: 29;000/Ec 8.04 Mer • S * Fr = 54114.5 in-# ACI 9-1 & 9-2 ST 1.70 Fr: 5 * (f'c • .5) 316.23 psi Rho balanced 0.0285 .... Seismic = ST 1.10 Ht / Thk Ratio 44.11 Seismic ACI 9-2 Group Factor 0.75 As(eff) • [ Pu:tot + (As*Fy} I/ Fy 1.541 in2 ACI 9-3 Dead Load Fact 0.90 'a' -(As*Fy + Pu) /(.85*f'c*12) 2.267 in ACI 9-3 Short Term 1.30 'c'• 'a'/ .85 2.667 in UBC 1921.2.7 "1.4" Factor -1.40 Moment of Inertia Modification Factor 1.00 UBC 1921.2.7 "0.9" Factor • 0.90 I-gross 791.5 in4 I-cracked 308.7 in4 I-effective (ACII 0.0 in4 Phi : Capacity Reduction Factor 0.88 Mn• As(eff) * Fy * ( d -a/2 l 511010 in-# C ll Wind 1.486 in2 2.185 in 2.571 in 1.00 791.5 in4 302.5 in4 0.0 in4 0.88 503045 in·# (continued on next page .... } V4.4D (cl 1983-96 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 KLT·CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE e NEWPORT BEACH, CA 92660 • • • • • • • • • • TEL. (714) 263-1308 • FAX (714) 263· TIL T·UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD 2 ( ..... continued) Dest 9n Method: Exe ct 1994 UBC 1914.0 25.00 I V4.40 (cl 1983-96 ENERCALC .... ci. "' U') ,..; "' II ..,, C: ~ Date: 09/03/97 Axial DL = + Axial LL• 7250lbs O lbs Roof DL = 224 lb3 I Roof LL= o lbs T Roof Ecc = 6.50 in -1.00 Thick • 9.25 in Using:,. 6 oil> 4.00 f'c = 4000 p3i f~ = 60000 psi Seismic Zone• 4 Sehmic f8ctor • 0.300 34_00 Eff. Width• 12 in \N ~~ Page: KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • PROJECT KLT CONSULTING STRUCIURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 ;-{llAI :£Af,8f<.. CAR.l ~ g,4.p ..Jt. DATE ____ SHEETW-# OF __ _ SUBJECT __________________ CALC. BV ___ JOB __ f~71-=0~7 __ ~ I 4{D flf7Jf"" {, 4-+ ( ',,:,<. j: }=BB 'f Wl¼L-=--ltbx.,ix;, 8 ~ -;,,.-j. 4--==-( -z.. \. ' ' ~_{M,-=. \O,~J(ILb)(~)-:_ /-:;Jt-./) '2,.-')(.-4 W11v'C)-=-"2-<>dS +: }1)\t.r(3) -= 2-1.1~ l:Jl '1,,-X, t /I :f ®f:: 6ft ( ~::~) : Io f o/. \J,;A-«..~ I I kt ifx' I;. __ : / 11Jb, ~ "2.-iC.101.S -r ~~u.-=::. ~-'.~_)(11bJ({1) _ -z.l ,b ir. . ~co,,; - W f.V/7 : '"l-4 d $ t )-t), 1$(\;) -:::: ,:1 .-, / _ o/t -i-X LO, s '7 /, IO • • • • • • • • • • • KLT-CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. (714) 263-1308 • FAX (714) 263· TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKERCARLSBAD Fel. ~ Date: 09/03/97 w-~G Page: ----WALL DATA----VERTICAL LOADS LATERAL LOADS Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity % Used @ Base Seismic Zone # 33.60 ft 1.40 ft 9.25 in 6 14.00 in 0.300 0.300 = 150.000 0.0 4 ---MATERIAL DATA --- f'c 4000 psi Fy = 60000 psi Phi 0.88 Min. Vert Steel % = 0.0025 Min. Horiz Steel % "' 0.0025 Max. Vertical Spacing 18.00 in Max. Horizontal 18.00 in 'd': Depth To Steel 7.00 in Wall Weight m 111.77 psf Effective Strip Width 12.00 in Live & Short Term Loads Combined Uniform Dead Load 104.0 # Point Lateral Load 0.0 # Uniform Live Load 0.0 # ... Height from Base 0.00 ft ..... Ecc. 0.00 in {this is a Seismic Load) Uniform Lateral Load 21.6 plf Concentric Dead Load 1796.0 # ... distance to Bottom 10.00 ft Concentric Live Load 0.0 # ... distance to Top 35.00 ft (this is a Seismic Load) Concrete Weight 145.00 pct Wind Load 32.60 psf ------------SUMMARY----------- ------Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated----- M-n * Phi : Moment Capacity Applied: Mu @ Mid-Height Mu@ Top of Wall Allow Axial Stress Actual Axial Stress Max. As %: 0.6 * RhoBal • Maximum Service Deflection Ht/Service Defl Ratio 0.0171 Seismic 153271.7 in-# 151994.2 in-# 907.7 in-# 160.0 psi 35.4 psi 0.0045 2.142 in 188 :1 Wind 148482.6 in-# 94111.0 in-# 488.8 in·# 160.0 psi 35.4 psi 0.0045 0.869 in 464 :1 Seismic Parapet Wt Used Space bars @ base of parapet at 18.0 in 18.0 in -----FACTORED LOAD STRESSES---------SERVICE LOAD DEFLECTIONS---- Seismic Wind Seismic Wind Basic Defl. w/o P-Delta 0.711 in 0.416 in Basic Defl. w/o P-Delta 0.508 in 0.326 in Basic Mu w/o P-Delta 121307.2 in-# 70143.4 in-# Basic Moment w/o P-Delta 86648.0 in-# 55014.4 in-# Moment in Excess of Mer 97879.7 in-# 39996.5 in-# Moment in Excess of Mer 43091.8 in-# 11475.2 in-# Max. Iterated Deflection 5.580 in 5.802 in Max. Iterated Deflection 2.142 in 0.869 in Max. Iterated Moment 151994.2 in·# 94111.0 in·# Max. Iterated Moment 97206.3 in-# 65589.6 in-# --LOAD FACTORS USED ------------ANALYSIS VALUES---------- ACI 9-1 & 9-2 DL 1 .40 E :57,000*(f'c" .5) 3604997 psi S-gross 171.1 in3 ACI 9-1 & 9-2 LL 1.70 n : 29,000/Ec 8.04 Mer a S * Fr "' 54114.5 in-# ACI 9-1 & 9-2 ST 1.70 Fr: 5 * (f'c" .5) 316.23 psi Rho balanced 0.0285 .... Seismic = ST 1.10 Ht / Thk Ratio 43.59 Seismic ACI 9-2 Group Factor 0.75 As(eff) • [ Pu:tot + (As*Fy) l / Fy 0.469 in2 ACI 9-3 Dead Load Fact 0.90 'a' -(As*Fy + Pu) /(.85*f'c*12) 0.690 in ACI 9-3 Short-Term 1.30 'c'-'a' I .85 0.811 in UBC 1921.2.7 "1.4" Factor -1.40 Moment of Inertia Modification Factor 1.00 UBC 1921.2.7 "0.9" Factor -0.90 I-gross 791.5 in4 I-cracked 146.6 in4 I-effective {ACI) 0.0 in4 Phi : Capacity Reduction Factor 0.88 Mn -As{eff) * Fy * ( d-a/2) 174172 in-# •.• 0 # , I a,c>••Oe• Wind 0.446 in2 0.656 in 0.772 in 1.00 791.5 in4 141.0 in4 0.0 in4 0.88 168730 in-# {continued on next page .... ) V4.4D {c) 1983-96 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • KLT-CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. (714) 263-1308 -FAX (714) 263- TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD ( ..... continued) De$ion Method: Exect 1994 UBC 1914.0 .... ii "' "' ,,; "' ::: ::: ,;; II 'O ., 0 -I 25.00 <> ·s ::: ., ·;; "' VJ "' .; ,,; ... "' " -:. II -I <> 'O ., ·s 'O 'O ., <t ·;; rn I V4.4D (cl 1983-96 ENERCALC ::: 0 <D N "' " 'O C ): Date: 09/03/97 llx13I DL = + Axial LL• 1796 lbs 0 lbs RoofDL = 104 I bs I Roof LL= o lbs 't Roof Ecc = 0.00 in -1.40 Thick• 9.25 in Using:"' 6 'i' 14.00 f'c = 4000 psi f~ = 60000 ps1 Seismic Zone• 4 Sehinic Factor• 0.300 33_60 Eff. Width"' 12 in W-2CP Page: KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • KL T-CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. (714) 263-1308 -FAX (714) 263- TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD fA<J~ ~ Date: 09/03/97 W-21 Page: ----WALL DATA----VERTICAL LOADS LATERAL LOADS Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity % Used @ Base Seismic Zone # 33.60 ft 1.40 ft 9.25 in 6 13.75 in 0.300 0.300 = 150.000 0.0 4 ---MATERIAL DATA --- f'c 4000 psi Fy -60000 psi Phi 0.88 Min. Vert Steel % = 0.0025 Min. Horiz Steel % = 0.0025 Max. Vertical Spacing 18.00 in Max. Horizontal 18.00 in 'd': Depth To Steel 7.00 in Wall Weight = 111.77 psf Effective Strip Width 12.00 in Live & Short Term Loads Combined Uniform Dead Load 88.0 # Point Lateral Load 0.0 # Uniform Live Load 0.0 # ... Height from Base 0.00 ft ..... Ecc. 0.00 in (this is a Seismic Load) Uniform Lateral Load 21.6 pit Concentric Dead Load 1218.0# ... distance to Bottom 7.00 ft Concentric Live Load 0.0 # ... distance to Top 35.00 ft (this is a Seismic Load) Concrete Weight 145.00 pct Wind Load 32.60 psf ------------SUMMARY----------- ------Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated------ M-n * Phi : Moment Capacity Applied: Mu @ Mid-Height Mu @ Top of Wall Allow Axial Stress Actual Axial Stress Max. As %: 0.6 * RhoBal - Maximum Service Deflection Ht/Service Defl Ratio 0.0171 Seismic 152674.6 in-# 152084.7 in-# 907.7 in·# 160.0 psi 30.1 psi 0.0046 2.229 in 181 :1 Wind 148600.6 in-# 90539.7 in-# 488.8 in-# 160.0 psi 30.1 psi 0.0046 0.794 in 508 :1 Seismic Parapet Wt Used Space bars @ base of parapet at 18.0 in 18.0 in -----FACTORED LOAD STRESSES---------SERVICE LOAD DEFLECTIONS---- Seismic Wind Seismic Wind Basic Defl. w/o P-Delta 0.741 in 0.416 in Basic Defl. w/o P-Delta 0.529 in 0.326 in Basic Mu w/o P-Delta 125787.0 in-# 70143.4 in-# Basic Moment w/o P-Delta 89847.8 in-# 55014.4 in-# Moment in Excess of Mer 97970.2 in-# 36425.3 in-# Moment in Excess of Mer 44711.9 in-# 9878.5 in-# Max. Iterated Deflection 5.624 in 5.815 in Max. Iterated Deflection 2.229 in 0.794 in Max. Iterated Moment 152084.7 in-# 90539.7 in·# Max. Iterated Moment 98826.4 in-# 63993.0 in-# --LOAD FACTORS USED ------------ANALYSIS VALUES---------- ACl 9-1 &9-2 DL 1.40 E:57,000*(f'c".5) -3604997 psi S-gross 171.1 in3 ACI 9-1 & 9-2 LL 1.70 n : 29,000/Ec 8.04 Mer • S * Fr = 54114.5 in-# ACI 9-1 & 9-2 ST 1.70 Fr: 5 * (f'c" .5) 316.23 psi Rho balanced 0.0285 .... Seismic -ST 1.10 Ht / Thk Ratio 43.59 Seismic ACI 9-2 Group Factor 0.75 As(eff) -[ Pu:tot + (As*Fy)] / Fy 0.462 in2 ACI 9-3 Dead Load Fact 0.90 'a' -(As*Fy + Pu) /l.85*f'c*12) 0.679 in ACI 9-3 Short Term 1.30 'c' • 'a'/ .85 0.799 in UBC 1921.2.7 "1.4" Factor -1.40 Moment of Inertia Modification Factor 1.00 UBC 1921.2.7 "0.9" Factor -0.90 I-gross 791.5 in4 I-cracked 144.9 in4 I-effective (ACI) 0.0 in4 Phi : Capacity Reduction Factor 0.88 Mn -As(eff) * Fy * { d -a/2 I 173494 in-# s--~~ G,f · 1 ,, b I • f a, ll fl , • 4~ Wind 0.442 in2 0.651 in 0.765 in 1.00 791.5 in4 140.1 in4 0.0 in4 0.88 168864 in-# (continued on next page .... ) V4.4D (cl 1983-96 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • KLT·CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. (714) 263-1308 • FAX (714) 263· TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD ( ..... continued) 0e$i gn Metnod: Exact 1994 UBC 1914.0 ... Q. "' Lfl t<i "' ::: ::: N II 'O .. 0 ..., ::: 28.00 <.> ·e I<) ., Lfl ·;; t<i ti> "' .; .. II .!! <.> ., ·e ..., 'O ., ., ·;; 'O 'O ti> "" I V4.40 (cl 1983-96 ENERCALC ::: 0 '° N "' • 'O "' ): Date: 09/03/97 /lx1al DL = + Axial LL• 1218lb3 O lbs Roof DL = 88 lbs I RoofLL = o lb$ 'f Roof Ecc = 0.00 in -1.40 Thick• 9.25 in U3inQ: 4 6 ~ 13.75 fc = 4000 psi Fy = 60000 psi Seismic Zone• 4 Sehmic Factor• 0.300 33_60 Eff. Width• 12 in W-"2.8 Page: KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • PROJECT KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 flwt1.,S,4K.fg CA-RL~8,4o & OATE ____ SHEETW-2:foF __ _ SUBJECT -----1-12,,:;_j_~~;L.;F./_!i::.1, -----=o:....,,e._..,_'/=G'4.,.(/:.-/ --------CALC. av ____ JOB __ '1_7_/_o +-z __ _ /_ 4 -t==-8 ,, WT,. = C-*Jl;i:, :.f (IT) ¾a fZn;f~ l l tfA.y;( §{ ~t+t ' / /~ 4 X -zb 3/, \ \ A-t,o, ~r-041 l:z x1 )=1 71' S~~(C.:: 0,3 (/c-t> )(?.b) ._,. A #_t 2 X 1 -..,--1 ' W '"'O-: '1,-t) d7 t (u,1r )(Yb) -4a -#,4 '2,.-;(~ -1,l. W~-= _l trn_)(_1-l_x_Yb-=-::: , 0 , 1 ~ vX 4 Z.fo' ,/ vb' • • • • • • • • • • • KLT·CONSULTING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. (714) 263-1308 • FAX <714) 263· TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD 2 p A,, G-/_ k Date: 09/16/97 y../ ... ,g;o Page: ----WALL DATA----VERTICAL LOADS LATERAL LOADS Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity % Used @ Base Seismic Zone # 32.00 ft 3.00 ft 8.00 in 6 8.25 in 0.300 0.300 = 150.000 0.0 4 ---MATERIAL DATA --- f'c 3000 psi Fy = 60000 psi Phi 0.88 Min. Vert Steel % = 0.0025 Min. _Horiz Steel % = 0.0025 Max. Vertical Spacing 18.00 in Max. Horizontal 18.00 in 'd': Depth To Steel 5.75 in Wall Weight 96.67 psf Effective Strip Width 12.00 in Live & Short Term Loads Combined Uniform Dead Load 64.0 # Point Lateral Load 0.0 # Uniform Live Load 0.0 # ... Height from Base 0.00 ft ..... Ecc. 6.50 in (this is a Seismic Load) Uniform Lateral Load 44.0 plf Concentric Dead Load 3033.0 # ... distance to Bottom 24.00 ft Concentric Live Load 0.0 # ... distance to Top 32.00 ft (this is a Seismic Load) Concrete Weight 145.00 pcf Wind Load 49.20 psf -----------SUMMARY------------ -----Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated----- M-n * Phi : Moment Capacity Applied: Mu @ Mid-Height Mu@ Top of Wall Allow Axial Stress Actual Axial Stress Max. As %: 0.6 * RhoBal - Maximum Service Deflection Ht/Service Defl Ratio 0.0128 Seismic 189100.6 in-# 128204.9 in-# 2774.8 in-# 120.0 psi 51.4 psi 0.0093 1.579 in 243 :1 Wind 185229.4 in-# 1367 42.1 in-# 3824.2 in-# 120.0 psi 51.4 psi 0.0093 2.522 in 152 :1 Seismic Parapet Wt Used Space bars @ base of parapet at 18.0 in 18.0 in -----FACTORED LOAD STRESSES---------SERVICE LOAD DEFLECTIONS---- Seismic Wind Seismic Wind Basic Defl. w/o P-Delta 0.720 in 0.908 in Basic Defl. w/o P-Delta 0.514 in 0.713 in Basic Mu w/o P-Delta 73866.5 in-# 94877.9 in-# Basic Moment w/o P-Delta 52761.8 in-# 74450.8 in-# Moment in Excess of Mer 93150.7 in·# 101687.9 in-# Moment in Excess of Mer 30256.9 in-# 52026.7 in-# Max. Iterated Deflection 7.900 in 8.081 in Max. Iterated Deflection . 1.579 in 2.522 in Max. Iterated Moment 128204.9 in·# 136742.1 in-# Max. Iterated Moment 65311.1 in-# 87080.9 in-# --LOAD FACTORS USED ------------ANALYSIS VALUES---------- ACI 9-1 &9·2 DL 1.40 E :57,000*(f'c·.5) a 3122019 psi S-gross 128.0 in3 ACI 9-1 & 9-2 LL 1.70 n: 29,000/Ec 9.29 Mer = S * Fr . 35054.2 in-# ACI 9-1 & 9-2 ST 1.70 Fr: 5 * (f'c· .5) 273.86 psi Rho balanced 0.0214 .... Seismic a ST 1.10 Ht / Thk Ratio 48.00 Seismic ACI 9-2 Group Factor 0.75 As(eff) • [ Pu:tot + (As*Fy)] / Fy 0.755 in2 ACI 9-3 Dead Load Fact 0.90 'a' -(As*Fy + Pu) /(.85*f'c*12) 1.481 in ACI 9-3 Short Term 1.30 'c'• 'a'/ .85 1.742 in UBC 1921.2.7 "1.4" Factor a 1.40 Moment of Inertia Modification Factor 1.00 UBC 1921.2.7 "0.9" Factor -0.90 I-gross 512.0 in4 I-cracked 133.8 in4 I-effective (ACI) 0.0 in4 Phi : Capacity Reduction Factor 0.88 Mn • As(eff) * Fy * ( d • a/2) 214887 in-# 6 I •. > P.-• W ,>(!/ 0 0 O + 0 8111, e • c> e « ert Wind 0.726 in2 1.424 in 1.676 in 1.00 512.0 in4 130.8 in4 0.0 in4 0.88 210488 in-# (continued on next page .... V4.4D (cl 1983-96 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • • • • • • • • • • • KL T·CONSUL TING STRUCTURAL ENGINEERS 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 TEL. (714) 263-1308-FAX (714) 263- TILT-UP CONCRETE WALL PANEL STRIP DESIGN HUNSAKER CARLSBAD 2 ( ..... continued) De3ign Method: Exact 1994 UBC 1914.0 ... ::: 0 0 "' r II . ., ... 24.00 V4.4D (cl 1983-96 ENERCALC ~ ., .., "' .. "' "' -4: ::: 0 0 "' N II " '§ ., ·;; "' ::: 0 N "' st • "' C ~ Axial DL = * Axial LL• Date: 09/16/97 3033 lbs 0 lbs Roof DL = 64 lbs I RoofLL = 0 lbs T Roof Ecc = 6.50 in --+ 3.00 Thick• 8.00 in U$lng:,. 6 'i' 8.25 . f'c = 3000 psi F~ = 60000 psi Seismic Zone• 4 Sehmlc Factor• 0.300 Eff. Width• 12 in 32.00 Page: KLT CONSULTING STRUCTURAL ENGINEER, KW060248: KLT·CONSULTING STRUCTURAL ENGINEERS_ • 3430 IRVINE AVENUE NEWPORT BEACH, CA 92660 . TEL. (714) 263-1308 • FAX (714) 263· Date: 09/13/97 f?I Page: STEEL COLUMN BASEPLATE DESIGN • HUNSAKER CARLSBAD 2 None None --LOAD DATA ----1 --2--3- Axial Load 65.00, k 102.00 k 48.00 k • X-X Axis Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft AISC Section Name TS8X8 TS8X8 None --BOLT DATA -- Bolt Tension Capacity 4.52 k 4.52 k 4.52 k Bolt Count Per Side 2 2 2 Anchor Bolt Area 0.400 in D.400in 0.400 in Bolt Dist. from PL Edge 2.00 in 2.00 in 2.00 in • -PLATE & SUPPORT DATA- Baseplate Depth 14.00 in 14.00 in 12.00 in " Width 14.00 in 14.00 in 12.00 in Support Area Depth 16.00 in 16.00 in 16.00 irJ Support Area Width 16.00 in 16.00 in 16.00 in -MATERIAL DATA - f'c 2500 psi 2500 psi 2500 psi Fy 36 ksi 36 ksi 36 ksi • Load Duration Factor 1.00 1.00 1.00 AISC Section Depth 8.00 in 8.00 in 6.00 in Flange Width 8.00 in 8.00 in 6.00 in Flange Thickness 0.250 in 0.250 in 0.180 in Web Thickness 0.250 in 0.250 in 0.180 in -PLATE DESIGN - Min. Required Thickness 0.729 in 0.914 in 0.693 in • Plate Analysis Method 3 3 3 Tension Force per Bolt 0.00 k 0.00 k 0.00 k Bearing Stress 331.63 psi 520.41 psi 333.33 psi Allow Bearing ••. Per ACI 10.15 1700.00 k 1700.00 k 1983.33 k Per AISC Jg 1000.00 psi 1000.00 psi 1166.67 psi • Max. Plate Capacity for Allowable Bearing ... 196.00 psi 196.00 psi 168.00 psi -PLATE ANALYSIS- Actual Plate Thickness 0.750 in 1.000 in 0.750 in Max Allow Plate Fb 27.00 ksi 27.00 ksi 27.00 ksi Actual fb 25.54 ksi 22.54 ksi 23.04 ksi • • • • V4.4D (cl 1983-96 ENERCALC KLT CONSULTING STRUCTURAL ENGINEER, KW0602483 • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING STRUCTURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 ,f/tJNSfrl(fr-R CM;'.L ~B-A-o ..C DATE ____ SHEET .p:LoF __ Cc,Lu 1-1tJ f f12opA<::, DEE.SLM cALc. Bv JOB 9 Tl 6 l r. ~r rq ti N ° k1i I);,/~ ; A-iL s-o, L. B~IN 67 = 2 ~err) R®f Xnr PL = /6i 48X48-= 37k:.. j_ L :: /2 '-fx 1J Xtf.i = -:7-E> k_ b 17 1:.. J/7~32..rr 7i<'f rs 8xB><¾/ ,, 1 I I I I I. JI ti /I 9, J.IJ'E T..S .ix8~[¢. W/1 :<. 14-<l!fie .LIJE sf.-6 x '5.!..G>< 11G 7)/f:- f)J / t -#ff C, 1)./, RlrDf -= ~8 x 4()x /.J = -.C-f JC- ft,~ = -i4 x 2-=-4S k.. eoL\ tlf. = 14 1 T.f6x8x~ , /I) l-"- J Jiu-= /tc,k >/o2 It:..()/::::_ • • • • • • • • • • • PROJECT KLT CONSULTING STRUCitJRAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310 / 1 ,1_p/L.o / ..... A_r,L <' o A -rr c:_~ CLt.lNSfr~ \..-:m\ .Jf;;:,,"'r'f.1-oATE ____ SHEET~oF __ _ susJECT __________________ cALC. sv ___ Jos --7+--+-Z~'l-=0'-1'7-- 0 Poo1iN6; PNo~ ;;11..Mr~ G,R.oHZ Rcflk-Tlcw~ 2c:B~ 4!3x 1-¾, = "7~ i<:: r~l-A-*7'm :::: I X, l1 ~x • /-$)( lo = Ile_ WA.-,tJ..,-= 1,'?xllb 'F4x 4-o -z//c__ (;,3k:.. .UJE-;;-it '5~ 7(9. X. f f..t Tl/ k- w/ 6 -#S-&,W . • • • • • • • • • • • KLT CONSULTING S1RUCJURAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 Tel: (714) 263-1308 Fax: (714) 263-1310. 11 UN £,ti~ CARL :5J3,41J .IC DATE ____ SHEET C:,A.. OF __ PROJECT n. -~ ---------------CALC.BV ___ JOB C)7tD 7 SUBJECT -f--r fA-0 ® pA-o © PA-o @> Fl~~ -i.-t~ 1-= +81' b=~::: 1,4-' b;L.:: J/r = ;4-1 P-1 t56x6x ~. J./if: Gf.o J & x 1L6 f//,t.. · w/5-lip.e: w~- fiu... = ~?Jk:.. >4~LtJI~ LIJE-TS 6)( bx 1/+ W / ¾ X-l:z!x12 H~ .ft.I<.; -if~ L-= 4.a~ ~<r0f:::(~ftx ¾Jzt~ ~ tt- WA/4.,~(usiJ\ ,1 J<iq)= z1~ CtPL-:::: ,;; ~~ it l.t.. µ .J E G fo > 61. >< J-1/; rt/ f:- vV / 6 -~6 6,W, • PROJECT • SUBJECT • • • • • • • • • KLT CONSULTING S1RUCTlJRAL ENGINEERS 3430 Irvine Avenue, Newport Beach, CA 92660 . ~ Tel: (714) 263-1308 Fax: ~714) 263-1310 tt:.@[.~4-K-s?& CA:RL:slf.,4.t:) JC OATE ____ SHEET~OF __ fi;tJNO~T/()111..! CALC. BY JOB 9v OT COt/4/JA-tl'OX/ $ ,:: ~ 1 -Se,1, $6-41{/A/'f = Z,~ ,P.tf j t:-01{7, ffo/,@ ,/..//1/6 ; ,4-1 8; Pf CR vVML = /cro*'fx ~z :::-37tr0 ~- R/J1Jf = ?0 ;tf.x' 4¾: 7¼ 4?2-o ~ b= (44,-,0 j -==-zz ,,..; _ ~~ /?-J.1 .J E 2-+'x I z '~I/le. C,t/N r. Fr9 W / 2 -IF$ T :f. S WA-/;(_ =f__~r,< ~ J e: zf 1, /81. ~ t/?l)"Dj= = 70 ~ x 3/-v ~ I ?-,0 4;,3q9>,:t}q, b = ( 4::!) /-,_ :=:.t f' IJ ,, .1-1<./E *x 12 '1 -rt-1k... o;»r Fr6r. W/2.-Ff 5_ T f 13 W.4t-L-= I~ x '>7 = ?>-r trt) W, R /J7) f, '7 o t B /4 ::: 1-i-o ~ :;: /? 3' )( ,1.._{ ~ 2-t )..g .!;Cf48 ~ ~ ~ ~~!; ) h-=--i..~ ,,J J-1/E ~o 'j( i"Z, ''1ur--~-#sr/g F[LE No. 590 10/15 '97 10:27 ID:CTE ESCONDIDO 619 746 9495 PAGE :2 Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 Page 16 CTE Job No. 102023 be based on allowable bearing values of 2500 pounds per square foot (pst) for - footings founded on native fonnational or properly compacted fills. The allowable bearing value may be increased by one third for short duration loading which includes the effects of wind or seismic forces. Footings should be at least 12 inches wide and installed at least 18 inches below the lowest subgrade. Footing reinforcement for continuous footings should consist, at a minimum, of four #5 reinforcing bars; two placed near the top and two placed near ' the bottom. Reinforcement of isolated footings should be designed by the project structural engineer. 5.8.3 foundation s~ttlement In general, for the previously stated column and wall loads the maximum post construction compression and consolidation settlement is expected to be about 1.25 inches, Maximum differential settlement of continuous fgotings across the buildings are expected to be on the order of¾ inches. Differential settlement a.long continuous footings is expected to be less than ½ inch in 25 feet. ~ \j ENGINEERING, INC. CoNSTRUCTION TESTING & ENGINEERING, INC. SAN DIEGO, CA • RIVERSIDE, CA • VENTURA, CA • 2414 Vineyard Ave. 490 E. Princeland Ct. Suite G Suite 7 Escondido, CA 92029 Corona. CA 91719 (619) 74&4955 (909) 371-1890 (619) 746-9806 FAX (909) 371-2168 FAX 1645 Pacific Ave. Suite 105 Oxnard, CA 93033 (805) 486-6475 (805) 486-9016 FAX MODESI'O, CA • LANCASTER, CA • IAS VEGAS, NV · SEATI'LE, WA 3540 Oakdale Rd. 42156 10th St W. 4560 S. Valley View 235 S.\"t 41st St Suite A2 Unit K Suite A-3 Renton, WA 98055 Modesto, CA 95357 Lancaster, CA 93534 Las Vegas, NV 89103 (206) 656-1266 (209) ;sJ-2271 (805) 726-9676 (702) 795-2278 (206) 656-1265 FAX (209) 551-3593 FAX (805) 726-9676 FAX (702) 726-4485 FAX UPDATED GEOTECHNICAL INVESTIGATION PROPOSED CONCRETE TILT-UP STRUCTURES LOT 18, CARLSBAD TRACT M..i..P 10372 CARLSBAD OAKS BUSINESS CENTER CARLSBAD, CALIFORNIA Prepared for: MR. BRlAN HUNSAKER HUNSAKER DEVELOPMENT COMPANY, LLC 1776 MITCHELL IRVINE, CA 92714 Prepared by: CONSTRUCTION TESTING & ENGINEERING, INC. 2414 VINEY ARD A VENUE, SUITE G ESCONDIDO, CA 92029 CTE JOB NO. 102023 December 23, 1996 GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION TABLE OF CONTENTS EXECUTIVE SUMMARY Page 1 1.0 INTRODUCTION AND SCOPE OF SERVICES . . . . . . . . . . . . . . . . . . . . . . Page 2 1.1 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 2 1.2 Scope of Services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 2 2.0 SITE DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 3 3.0 FIELD AND LABORATORY INVESTIGATIONS ..................... Page 3 3 .1 Field Investigation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 3 3 .1.1 "Undisturbed" Soil Samples . . . . . . . . . . . . . . . . . . . . . . . . . . Page 4 3 .1.2 Disturbed Soil Sampling . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 4 3 .2 Laboratory Investigation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 5 4.0 GEOLOGY .................................................... Page 5 4.1 General Setting ........................................... Page 5 4.2. Geologic Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 6 4.2.1 Fills and Disturbed Soils . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 6 4.2.2 Eocene Scripps Formation . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 6 4.3 Groundwater Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 6 4.4 Geologic Hazards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 7 4.4. l General Geologic Hazards Observation . . . . . . . . . . . . . . . . . Page 7 4.4.2 Local and Regional Faulting . . . . . . . . . . . . . . . . . . . . . . . . . Page 7 4.4.3 Earthquake Accelerations . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 8 4.4.4 Liquefaction Evaluation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 9 4.4.5 Seismic Settlement Evaluation . . . . . . . . . . . . . . . . . . . . . . . . Page 9 4.4.6 Tsunamis and Seiche Evaluation . . . . . . . . . . . . . . . . . . . . . Page 10 4.4.7 Landsliding or Rocksliding ......................... Page 10 4.4.8 Compressible and Expansive Soils . . . . . . . . . . . . . . . . . . . Page 10 - 5.0 CONCLUSIONS AND RECOMMENDATIONS ..................... Page 11 5 .1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 11 5.2 Grading and Earthwork .................................... Page 11 5.3 Site Preparation .......................................... Page 11 5.4 Site Excavation .......................................... Page 12 5.5 Fill Placement and Compaction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 13 5.6 Fill Materials ............................................ Page 13 5.7 Temporary Construction Slopes ............................. Page 14 5.8 Foundations and Slab Recommendations . . . . . . . . . . . . . . . . . . . . . . Page 15 5 .8.1 Structural Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 15 Page i TABLE OF CONTENTS (continued) 5.8.2 Foundations ..................................... Page 15 5.8.3 Foundation Settlement ............................. Page 16 5.8.4 Foundation Setback ............................... Page 17 5.8.5 Interior Concrete Slabs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 17 5. 9 Lateral Resistance and Earth Pressures . . . . . . . . . . . . . . . . . . . . . . . . Page 18 5 .10 Exterior Flatwork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 19 5.11 Drainage .............................................. Page 19 5.12 Vehicular Pavements .................................. Page 20 5.12.1 Asphalt Pavement ......................... Page 20 5.12.2 Portland Cement Concrete Pavements ......... Page 21 5.13 Slopes ................................................ Page 22 5 .14 Construction Observation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 23 5.15 Plan Review ........................................... Page 23 6.0 LIMITATIONS OF INVESTIGATION FIGURES FIGURE 1 FIGURE 2 APPENDICES APPENDIX A APPENDIXB APPENDIXC SITE INDEX MAP EXPLORATION LOCATION MAP REFERENCES CITED EXPLORATION LOGS LABORATORY METHODS AND RESULTS Page ii Page 23 Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 EXECUTIVE SUMMARY Page 1 CTE Job No. 102023 This investigation was performed to provide site-specific geotechnical information for the construction of a concrete tilt-up structure and associated improvements proposed for Lot 18, Carlsbad Tract No. 74-21 Map 10372, of the Carlsbad Oaks Business Center, Carlsbad, California. Our investigation found that the proposed building pad area is underlain by minor surficial fills and units of the Eocene Scripps Formation. Fills extend to a maximum depth of approximately 1.5 feet below grade (fbg). Fill materials consist generally of medium to dense, dry to moist, sandy silt. The Scripps Formation soils consist generally of moist, poorly graded sandy siltstone. Groundwater was not encountered in our borings to the total depths explored. Although groundwater levels will likely fluctuate during periods of precipitation, groundwater is not expected to affect the proposed development if recommendations presented in this report are carried out. . With respect to geologic and seismic hazards, the site is considered as safe as any within the San Diego County area. San Diego County is an area of moderate to high seismic risk. Based on the geologic findings and reference review no active surface faults are known to exist at the site. j ,. Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California Page 2 December 23, 1996 CTE Job No. 102023 1.0 INTRODUCTION AND SCOPE OF SERVICES 1.1 Introduction This report presents the results of our updated geotechnical investigation and provides conclusions and geotechnical engineering criteria for the proposed development. It is our understanding that the site is to be developed by constructing concrete tilt-up structures and associated improvements (e.g., landscaping and parking areas). Specific recommendations for excavations, fill placement, and foundation design for the proposed structure are presented in this report. The investigation for this report included fidd exploration, laboratory testing, geologic hazard evaluation, and engineering analysis. Appendix A contains a list of references cited in this report. 1.2 Scope of Services The scope of services provided included: • Review of readily available geologic and soils reports pertinent to the site and adjacent areas. • Exploration of subsurface conditions to the depths influenced by the proposed construction. • Laboratory testing of representative soil samples to provide data to evaluate the geotechnical design characteristics of the soils. • Define the general geology and evaluate potential geologic hazards at the site. • Provide soil engineering design criteria for the proposed improvements. • Preparation of this summary report of the investigations performed including geotechnical construction recommendations. • Provide a pavement design for the proposed asphaltic concrete pavements. Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 2.0 SITE DESCRIPTION Page 3 CTE Job No. 102023 The site is on Loker Avenue West, west of its intersection with El Fuerte Street in the Carlsbad Oaks Business Center, Carlsbad, California. Figure 1 is an index map showing the location of the site. Land use near the site is mixed commercial: light industrial. A number of concrete tilt-up structures designed to house commercial and light industrial uses are constructed in the vicinity of the site. Currently unimproved, according to Rick Engineering Co. (1987) the site area was mass graded in the mid 1980's to e_levations between approximately 390 and 395 feet above mean sea level. Site topography slopes generally downwards from southeast to northwest. Figure 2 is a map showing the site area. 3.0 FIELD AND LABORATORY INVESTIGATIONS 3 .1 Field Investigation Field exploration, conducted November 26, 1996, included site reconnaissance and the excavation of two soil borings and two shallow test pits to assess the condition of shallow soil materials. Soil borings were excavated using a Spiradrill T-1206 drill rig and a General 440 powerhead auger to the maximum explored depth of approximately 21 fbg. Test pits were also excavated by hand to a depth of 3 fbg. Soils were logged in the field by a geologist and were visually classified using the Unified Soil Classification system. The field descriptions have been modified, where appropriate, to reflect laboratory test results. Soil boring logs and test pit logs including descriptions of the soil, Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 Page4 CTE Job No. 102023 field-testing data, and supplementary laboratory data are included in Appendix B. Approximate soil boring and test pit locations are shown on Figure 2. 3 .1.1 "Undisturbed" Soil Samples "Undisturbed" soil samples were collected using a modified California-drive sampler (2.4- inches inside diameter, 3-inches outside diameter) lined with brass sample rings. Drive sampling was conducted in overall accordance with ASTM D-3550. When sampling a boring exc_avated by the Spiradrill T-1206 the steel sampler was driven into the bottom of the borehole with successive drops of a 140-pound weight falling 3 0 inches. When sampling a boring excavated by the General 440 powerhead auger the steel sampler was driven into the bottom of the borehole with successive drops of a 35-pound weight falling 15 inches. Blow counts required for sampler penetration are shown on the boring logs in the column "Blow/Foot.. The soil was retained in brass rings (2.4-inches in diameter, 1.0-inches in height) and carefully sealed in waterproof plastic containers for shipment to the laboratory. Samples collected in this manner were analyzed for in-place moisture and dry density, grain- size distribution, and direct shear characteristics. 3. 1.2 Disturbed Soil Sampling Bulk soil samples were collected for laboratory analysis using two methods. Standard Penetration Tests (SPT) were performed according to ASTM D-15 86 at selected depths in Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 Page 5 CTE Job No. 102023 the borings using a standard (1.4-inches inside diameter, 2-inches outside diameter) split barrel sampler. The driving hammer for the SPT samples was a 140-pound weight falling 30 inches. The recorded blow count (N) for sampler penetration is shown on the boring logs in the column "Blow/Foot." Samples collected in this manner were placed in sealed "Zip- lock" or equivalent plastic bags. Bulk soil samples of the drill cuttings were also collected in large plastic bags. These samples w~re analyzed for expansivity and R-value characteristics. 3 .2 Laboratorv Investigation Laboratory tests were conducted on representative soil samples for classification purposes and to evaluate physical properties and engineering characteristics. As indicated previously, laboratory tests for in-place density and moisture, particle-size distribution, direct shear, expansivity, and R-value were performed. Test method descriptions and laboratory results are included in Appendix C. 4.0 GEOLOGY 4.1 General Setting The site lies within the upland portion of the coastal San Diego County area. Landforms near the site consist generally of uplifted coastal terraces dissected by intermittent creeks. Locally, the topography slopes down to the west toward the Pacific Ocean. Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 4.2 Geologic Conditions Page 6 CTE Job No. 102023 Based on geologic observation and mapping in the area by Rick Engineering Co. (1987), Tan (1986), and Rogers (1966) surface soils consist of minor fills underlain by units of the Eocene Scripps Formation. 4.2.1 Fills and Disturbed Soils According to Rick Engineering Co. (1987), Lot 18 is cut entirely from formational materials. However, fills and disturbed native soils were encountered in all soil borings and test pits at this site. The maximum observed depth of fills and buried topsoils was approximately 1.5 fbg. Fills consist generally of dry to moist, medium dense, sandy silts. 4.2.2 Eocene Scripps Formation Units of the Eocene Scripps Formation were encountered below the disturbed surficial soils. Scripps Formation soils consist generally of very moist, very dense sandy siltstone or silty sandstone. 4.3 Groundwater Conditions Groundwater was not encountered in any of our exploratory soil borings to the maximum depth explored of21.5 fbg. .. Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 4.4 Geologic Hazards 4.4.1 General Geologic Hazards Observation Page 7 CTE Job No. 102023 From our investigation it appears that geologic hazards at the site are primarily limited to those caused by violent shaking from earthquake generated ground motion waves. The potential for damage from displacement or fault movement beneath the proposed structures should be considered low. 4.4.2 Local and Regional Faulting Based on our site reconnaissance, evidence from our exploratory soil borings, and a review of appropriate geologic literature, it is our opinion that the site is not on known fault traces. The Rose Canyon Fault Zone and the Elsinore Fault, approximately 10 miles to the southwest and 21 miles to the northeast, are the closest known active faults (Jennings, 1987). Other principal active regional faults include: the Coronado Banks Fault Zone and San Clemente Fault (about 21 and 56 miles southwest of the site); and, the San Jacinto and San Andreas faults (about 45 and 65 miles northeast of the site). According to the California Division of Mines and Geology, a fault is active if it displays evidence of activity in the last 11,000 years (Hart, 1994). Table 2 is a summary, including the seismic characteristics, of the principal regional faults Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 Page 8 CTE Job No. 102023 considered most likely to rupture and possibly induce strong ground shaking at the site during the useful life of the proposed construction. Estimated probable earthquake magnitudes are from Greensfelder (1974) . .. .. TABLE2 SEISMICITY FOR l'v1A)OR FAULTS ·- FAULT Z0!\1E ESTIMATED ESTIMATED PEAK BEDROCK REPEATABLE DISTANCE (miles) PROBABLE ACCELERATION HIGH GROUND AND DIRECTION EARTHQUAKE (in G-forces) ACCELERATION FROM SITE MAGNITUDE (in G-forces) Rose Canyon 10 W 7.0 0.38g 0.25g Elsinore 21NE 7.5 0.29g 0.29g Coronado Banks 21 W 7.0 0.25g 0.25g San Jacinto 45 E 7.5 0.14g 0.14g San Andreas 65NE 8.3 0.]0g O.!Qg San Clemente 56 W-SW 7.0 0.08g 0.08g 4.4.3 Earthquake Accelerations We have analyzed the possible bedrock accelerations at the site using procedures outlined in Ploessel and Slosson (1974). For the intended use, it is our opinion that the most significant seismic events would be 7.0 and 7.5 moment magnitude earthquakes on the Rose Canyon Fault Zone and the Elsinore Fault. These events could produce estimated peak bedrock accelerations of between 0.38 and 0.29 g and repeatable high ground accelerations of 0.25 to 0.29 g. Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 4.4.4 Liquefaction Evaluation Page 9 CTE Job No. 102023 Liquefaction occurs when saturated fine-grained sands or silts lose their physical strengths during earthquake induced shaking and behave as a liquid. This is due to loss of point-to-point grain contact and transfer of normal stress to the pore water. Liquefaction potential varies with water level, soil type, material gradation, relative density, and probable intensity and duration of ground shaking. Because of the generally dense nature of the on-site soils and the absence of a permanent groundwater condition it is our opinion that the potential for liquefaction should be considered low in all areas of the project. 4.4.5 Seismic Settlement Evaluation Seismic settlement occurs when loose to medium dense granular soils densify during seismic events. The on-site materials were generally found to be med1um dense to very dense and are not considered likely to experience significant seismic settlement. Therefore, in our opinion, the potential for seismic settlement resulting in damage to site improvements should be considered low. Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 4.4.6 Tsunamis and Seiche Evaluation Page 10 CTE Job No. 102023 The site is not near any significant bodies of water that could induce seiche (oscillatory waves) damage. The potential for tsunami damage at the site is nonexistent due to the site's distance from the ocean (approximately 4 miles) and elevation (approximately 390 feet above mean sea level). 4.4.7 Landsliding or Rocksliding Active landslides were not encountered and have not been mapped in the immediate area of the site. The graded condition of the existing slopes in the area precludes landsliding as a significant hazard within or immediately next to the proposed structures. 4.4.8 Compressible and Expansive Soils Based on geologic observation and laboratory testing, the on-site soil materials exhibit very low to low compressibility characteristics and are considerea suitable for the proposed structure. The expansion index of the tested fill materials was 86. This is indicative of soil with a medium low expansion potential per UBC Table 18-1-B. Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 Page 11 CTE Job No. 102023 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General We conclude that the proposed construction on the site is feasible from a geotechnical standpoint, provided the recommendations in this report are incorporated into the design of the project. Recommendations for the design and construction of the proposed structure are included below. 5.2 Gradi:qg and Earthwork Upon commencement of construction, Construction Testing and Engineering, Inc. should continuously observe the grading and earthwork operations for this project. Such . observations are essential to identify field conditions that differ from those predicted by this investigation, to adjust designs to actual field conditions, and to detect that the grading is overall accordance with the recommendations of this report. Our personnel should perform adequate observation and sufficient testing of fills during grading to support the Geotechnical Consultant's professional opinion about whether the work complies with· compaction requirements and specifications contained herein. 5.3 Site Preparation Before grading. the site should be cleared of any existing debris and other deleterious materials. Expansive, surficial eroded, desiccated, burrowed, or otherwise disturbed soils Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 Page 12 CTE Job No. 102023 should be removed to the depth of the competent undisturbed formational soils. Organic materials not suitable for structural backfill should be disposed of off-site or placed in non- structural planter or landscape areas. All organic materials excavated and removed should be disposed of at a legal disposal site. 5.4 Site Excavation Excavations in site materials should generally be accomplished with heavy-duty construction equipment ~der normal conditions. Irreducible materials greater than 3 inches encountered during excavations should not be used in fills on the site. As the site grading plans have not been completed, two options for site excavations are presented. Option 1: Foundations are embedded entirely in compacted fill materials. This option requires that the building pad area be overexcavated to provide a minimum of 1.5 feet of compacted fill beneath all footings, including deepened loading dock footings. As an -example, if the loading dock footings are to excavated to a depth of 4 feet, the overexcavation in the loading dock area should extend to a depth of 5.5 feet. Option 2: Foundations are embedded entirely in competent formational materials. This option requires that footing excavations be deepened to extend a minimum of 12 inches into competent formational materials. Deepened footing excavations may be backfilled Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 Page 13 CTE Job No. 102023 with a 2-sack sand/cement slurry or plain concrete to the design bottom of footing elevation. As a minimum, the upper 12 inches of the cut pad area should be scarified and properly recompacted. 5.5 Fill Placement and Compaction The geotechnical consultant should verify that the proper site preparation has occurred before fill placement occurs. Areas to receive fills should be scarified 12 inches, moisture conditioned and properly compacted. Fill and backfill should be compacted to a minimum relative compaction of 90 percent as evaluated by ASTM D1557 at a moisture content between optimum and 4 percent above optimum. The optimum lift thickness for backfill · soil will be dependent on the type of compaction equipment used. Generally, backfill should be placed in uniform lifts not exceeding 8-inches in loose thickness. Backfill placement and compaction should be done in overall conformance with geotechnical recommendations and local ordinances. 5.6 Fill Materials Very low expansion soils derived from the native soils are considered suitable for reuse on the site as compacted fill. If used, these materials must be screened of organic materials and materials greater than 3 inches in a maximum dimension. If encountered. clayey native soils may be blended with granular soils and reused in non-structural fill areas. Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 Page 14 CTE Job No. 102023 Imported fill beneath structures, pavements and walks should have an expansion index less than or equal to 30 (per UBC18-I-B) with less than 35 percent passing the no. 200 sieve. Imported fill soils for use in structural or slope areas should be evaluated by the soils engineer to determine strength characteristics before placement on the site. 5.7 Temporarv Construction Slopes Provided below, are sloping recommendations for unshared temporary excavations. The recommended slopes should be relatively stable against deep-seated failure, but may experience localized sloughing. The recommended slopes are based on the assumption that excavation side walls will consist of non-cemented sandy siltstone or silty sandstone. Granular soils are considered Type B soils with recommended slope ratios as set forth in Table 3 below. TABLE3 RECOMJ\1ENDED SLOPE RATIOS . SOILS TYPE SLOPE RATIO MAXIMUM HEIGHT (Horizontal: vertical) B (NATIVE) 1: 1 (MAXIMUM) 20 FEET Actual field conditions and soil type designations must be verified by a "competent person" while excavations exist according to Cal-OSHA regulations. Also, the above sloping Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 Page 15 CTE Job No. 102023 recommendations do not allow for surcharge loading at the top of slopes by vehicular traffic, equipment or materials. Appropriate surcharge setbacks must be maintained from the top of all unshored slopes. 5.8 Foundations and Slab Recommendations The following recommendations are for preliminary planning purposes only. These foundation recommendations should be reviewed after completion of earthwork and testing of surface soils. 5.8.1 Structural Considerations Specific structural information was not available at the time of this report. However, based on our experience, it is anticipated that structural loads will be on the order of 125 kips for columns and 6.0 kips per lineal foot for walls. In the event the above assumptions are not correct, the conclusions and recommendations contained in this report will not be considered valid unless reviewed and modified. 5.8.2 Foundations Continuous and isolated spread footings are suitable for use at this site. We anticipate all building footings will be founded entirely on recompacted fills or entirely on native formational soil. Foundation dimensions and reinforcement should Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 5.8.4 Foundation Setback Page 17 CTE Job No. 102023 Footings for structures should be designed such that the minimum horizontal distance from the face of adjacent slopes to the outer edge of the footing is a minimum of 10 feet. 5.8.5 Interior Concrete Slabs Lightly loaded concrete slabs should be a minimum of 4 inches thick. Minimum slab reiµforcement should consist of #3 reinforcing bars or # 4 reinforcing bars placed on 18-inch or 24-inch centers, respectively, each way at mid-slab height. The concrete slab should be underlain by a four-inch layer of clean coarse sand or crushed rock. A vapor barrier often mil visqueen overlying a three-inch layer of compacted clean coarse sand, gravel, or crushed rock should be installed beneath moisture sensitive slab areas. At a minimum, a one inch layer of clean coarse sand, gravel or crushed rock should be placed above the visqueen to protect the membrane during steel and concrete placement. Slab areas subject to heavy loads or vehicular traffic may require increased thickness and reinforcement. This office should be contacted to provide additional recommendations. Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 5. 9 Lateral Resistance and Earth Pressures Page 18 CTE Job No. 102023 The following recommendations may be used for shallow footings on the site. Foundations placed in firm, well-compacted fill material may be designed using a coefficient of friction of 0.35 (total frictional resistance equals coefficient of friction times the dead load). A design passive resistance value of 250 pounds per square foot per foot of depth (with a maximum value of 1200 pounds per square foot) may be used. The allowable lateral resistance can be taken as the sum of the frictional resistance and the passive resistance, provided th_e passive resistance does not exceed two-thirds of the total allowable resistance. Retaining walls up to ten feet high and backfilled using generally granular soils may be -designed using the equivalent fluid weights given in Table 4 below. TABLE4 EQUIVALENT FLUID UNIT WEIGHTS · (pounds oer cubic foot) WALL TYPE LEVEL BACKFILL SLOPE BACI(fILL 2:1 (HORIZONTAL: VERTICAL) CANTILEVER WALL 38 60 (YIELDING) RESTRAINED WALL 58 90 The above values assume non-expansive backfill and free draining conditions. Measures should be taken to prevent a moisture buildup behind all retaining walls. Drainage measures should include free draining backfill materials and perforated drains. Figure 3 provides a Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 Page 19 CTE Job No. 102023 recommended gravel and perforated pipe drainage system. These drains should discharge to an appropriate offsite location. 5 .10 Exterior Flatwork To reduce the potential for distress to exterior flatwork caused by minor settlement of foundation soils, we recommend that such flatwork be installed with crack-control joints at appropriate spacings as designed by the project architect. Additionally, we recommend that flatwork be installed with reinforcement similar to that outlined in Section 5.8.5 above for interior concrete slabs i.e. #3 reinforcing bars or# 4 reinforcing bars placed on 18-inch or 24- inch centers or each way. Flatwork, which should be installed with crack control joints, includes driveways, sidewalks, and architectural features. All subgrades should be prepared according to the earthwork recommendations previously given before placing concrete. Positive drainage should be established and maintained next to all flatwork. 5 .11 Drainage Surface runoff should be collected and directed away from improvements by means of appropriate erosion reducing devices and positive drainage should be established around the proposed improvements. Positive drainage is drainage away from improvements at a Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 5.12.2 Portland Cement Concrete Pavements Page 21 CTE Job No. 102023 We understand that parking and drive areas may be paved with concrete pavements. The recommended concrete pavement section for drive areas has been designed assuming single axle loads of 15 kips, 10 repetitions per day. The above assumed values reflect light industrial traffic loads. Corresponding pavement designs presented in Table 6 below may not be adequate for larger axle loads and traffic volume. Concrete used for pavement areas should possess a minimum 600 psi modulus of rupture. Pavements should be constructed according to industry standards. TABLE6 CONCRETE PAVEMENT DESIGN Traffic Area Subgrade R-Value PCC Thickness (inches) 1---------------1-----=----------- T ruck Drive/ 16 6.5 Loading Areas Auto Parking Areas 16 5.5. Additionally, we recommend that pavements be installed with reinforcement similar to that outlined in Section 5.8.5 above i.e. #3 reinforcing bars or# 4 reinforcing bars placed on 18-inch or 24-inch centers. Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 5.13 Slopes Page 22 CTE Job No. 102023 Existing site slopes were examined and evaluated based on observed soil conditions and recent soil investigation-laboratory testing. Existing site slopes are generally 2: 1 (horizontal: vertical) or flatter. Based on anticipated soil strength characteristics, fill slopes should be constructed at slope ratios of 2: 1 (horizontal: vertical) or flatter. These fill slope inclinations should exhibit factors of safety greater than 1. 5. Although graded and existing slopes on this site should be grossly stable, the soils will be _somewhat erodible. Therefore, runoff water should not be permitted to drain over the edges of slopes unless that water is confined to properly designed and constructed drainage facilities. Erosion resistant vegetation should be maintained on the face of all slopes. Typically soils along the top portion of a fill slope face will tend to creep laterally. We do not recommend distress sensitive hard scape improvements be constructed within five feet of slope crests in fill areas. Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carlsbad, California December 23, 1996 5.14 Construction Observation Page 23 CTE Job No. 102023 The recommendations provided in this report are based on preliminary design information for the proposed construction and the subsurface conditions found in the exploratory boring locations. The interpolated subsurface conditions should be checked in the field during construction to verify that conditions are as anticipated. Recommendations provided in this report are based on the understanding and assumption that CTE \'.\'.ill provide the observation and testing services for the project. All earthworks should be observed and tested to verify that grading activity has been performed according to the recommendations contained within this report. All footing trenches should be . evaluated by the project engineer before reinforcing steel placement. 5 .15 Plan Review CTE should review the project foundation plans and grading plans before commencement of earthworks to identify potential conflicts with the recommendations contained in this report. 6.0 LIMITATIONS OF INVESTIGATION The field evaluation, laboratory testing and geotechnical analysis presented in this report have been conducted according to current engineering practice and the standard of care Updated Geotechnical Investigation Lot 18, Carlsbad Oaks Business Center Carls bad, California December 23, 1996 Page 24 CTE Job No. 102023 exercised by reputable geotechnical consultants performing similar tasks in this area. No other warranty, expressed or implied, is made regarding the conclusions, recommendations and opinions expressed in this report. Variations may exist and conditions not observed or described in this report may be encountered during construction. Our conclusions and recommendations are based on an analysis of the observed conditions. If conditions different from those described in this report are encountered, our office should be notified _and additional recommendations, if required, will be provided upon request. We appreciate this opportunity to be of service on this project. If you have any questions . regarding this report, please do not hesitate to contact the undersigned. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. 27 ; AVIAR-< \-""" 60LF i : Q. CIXJRS£ '·X-:1'~ "(Ji "···. ,· 0 1/4 1/2 I MILES 0 1320 2640 5280FEET SQ! IRCE· THOMAS BROTHERS MAPS 1996 SAN DIEGO EDITION \\GRAPHICS I\PROJECTS\10-2023\JNDEXMAP.CV5 ., r I / / ' ' I I I I /' _.1._ --, ..... ,,.,.,.. ' ., l \_~ I I , --• ___ .!,,,,.,.. ---------!----. I ------1 ~- CARRILLO IWIOI PA/IX 19 30 CONSTRUCTION TESTING & ENGINEERING, INC. GEOTECHNICAL AND CONSTRl.:CTION ENGINEERING TESTING AND INSPECTION 2414 VINEYARD AVENUE. STE G ESCONDIDO CA 92029(619) 74~955 t-----"''----------------------..,.,,,""TE""J""""B"'N.,,....-----1 SITE INDEX MAP 10-2023 LOT 18, CARLSBAD OAKS BUSINESS PARK LOKER A VENUE WEST CARLSBAD, CALIFORNIA A DATE I ·u 12/96 I n "' ;;; e m ~ i 0 ~ M ~ -,-------------------\ I I I I I I I I I I I I I TP-2 C8J ::i ·~ ~ ~ PATIO PARKING AND DRIVE AREAS PROPOSED BUILDING TP-~ PARKING AND DRIVE AREAS / ; ; ; <o ~ "P \\"\ t ~ \ \ '\ \\;. / ... /'\ T.egend 8-1 \ • Approximate Boring Location , ______ ..... ____ _ ---TP-tgJ CONSTRUCTION TESTING & ENGINEERING, INC. GEOTECIINJCAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 2414 VINEYARD AVENUE, STE G ESCONDIDO CA. 92029 (619) 746-4955 Approximate Test Pit Location --• Property Line Boundaries . 10-2023 I"= 80' EXPLORATION LOCATION MAP LOT 18, CARLSBAD OAKS BUSINESS PARK LOKER A VENUE WEST CARLSBAD, CALIFORNIA DATE· I 1/96 IFIGURE: 2 APPENDIX A REFERENCES CITED REFERENCES CITED 1. Greensfelder, R., 197 4, "Ma."Ximum Credible Rock Acceleration from Earthquakes in California", California Division of Mines and Geology, Map Sheet 23. 2. Hart, Earl W., Revised 1994, "Fault-Rupture Hazard Zones in California, Alquist Priolo, Special Studies Zones Act of 1972," California Division of Mines and Geology, Special Publication 42. 3. Jennings, Charles W., revised 1987, "Fault Map of California with Locations of Volcanoes, Thermal Springs and Thermal Wells. 4. Ploessel, M.R. and Slosson, J.E., 1974, "Repeatable High Ground Accelerations from Eart)lquakes-Important Design Criteria," California Geology, p. 195-199. 5. Rick Engineering Company, 1987, prepared for City of Carlsbad, Engineering Department, Grading Plans for County Tract 74-21 Carlsbad Airport Business Center, Sheet 3. 6. Rogers, T.H., Geologic Map of California, Santa Ana Sheet, State of California, Division of Mines and Geology, 1966. 7. Tan, S.S., Landslide Hazards in the Encinitas Quadrangle, San Diego County, California, State of California, Division of Mines and Geology Open File Report OFR-86-8, 1986. APPENDIXB EXPLORATION LOGS ~ CONSTRUCTION TESTING & ENGINEERING, INC ·1-,.........,~,.. GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION :4 14 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 920!Q (619) 746-4955 DEFINITION OF TERJ.VIS PRIMARY DMSIONS SYMBOLS SECONDARY DMSIONS SANDS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE SANDS MORE TIIA..\I HALF OF COARSE FRACTION IS SMALLER TI!AN NO. 4SIEVE CLEAN GRAVELS < 5% FI~ES CLEAN SANDS < 5% FINES SANDS WITH FINES SIL TS AND CLAYS LIQUID LIMIT IS LESS THAN 50 SIL TS Ai'ID CLAYS LIQUID LIMIT IS GREATER TIIAN 50 I I i ' . • " 1 !1 SM ::j I' ' ' • //'''' '/// ://'. SC -'1//'. ,/ ////."' .", / I 'I' ML! lll I I ' " • ' ! lijji' 0£ :if Iii I !I rn I l;I d MH , // ,, . · .. · '/ /,// CH /.-,, / //.· .. ·. ·. ~-: WELL GRADED GRAVELS, GRAVEL-SAND MLXTURES LITTLE OR NO FINES POORLY GRADED GRAVELS OR GRAVEL SAND MIXTURES, LITTLE OF NO FINES SIL TY GRAVELS, GRA VEL-SAND-SlL T MIXTURES, NON-PLASTIC FINES CLAYEY GRAVELS. GRAVEL-SAND-CLAY MLXTURES, PLASTIC FINES WELL GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES POORLY GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES SILTY SANDS, SAND-SILT MIXTURES, NON-PLASTIC FINES CLAYEY SANDS, SAND-CLAY MIXTURES, PLASTIC FINES INORGANIC SILTS. VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, SLIGHTLY PLASTIC CLAYEY SIL TS INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY, SANDY. SILTS OR LEAN CLAYS ORGANIC SIL TS AND ORGANIC CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS -;;/,.: 'oH . :;?. ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ··//,/,;, , , //;,:, ORGANIC SIL TY CLAYS i------H-I_G_HL~_-Y_O_R_G_A_~_I_C_S_O_IL_S ____ -; ;-----,.P....,E_A __ T_A_N.,.,.D_O.,...T,..,.H..,..E,,..R_H.,..I....,G-,H,...L--Y_O_R_G_A_N-IC--SO __ I_L_S ___ -t r ·na ; -·-···-·--·-..... ~ .. GRAIN SIZES BOULDERS COBBLES GRAVEL SAND COARSE FINE COARSE MEDIUM FINE SIL TS AND CLAYS 12" 3" 3/4" 4 10 40 200 CLEAR SQUARE SIEVE OPENING U.S. STANDARD SIEVE SIZE ADDITIONAL TESTS (OTHER THAN TEST PIT AND BORING LOG COLUMN HEADINGS) MAX-Maximum Dry Density GS-Grain Size Distribution SE-Sand Equivalent EI-Expansion Index CHM-Sulfate and Chloride Content , pH, Resistivity PM-Permeability SG-Specific Gravity HA-Hydrometer Analysis AL-Atterberg Limits RV-R-Value CN-Consolidation PP-Pocket Penetrometer WA-Wash Analysis DS-Direct Shear UC-Unconfined Compression MD-Moisture/Density SC-Swell Compression FIGURE: BLl ~ co~~Ell!£ES?~2!~W2!;R~~~o!NC a! 2414 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 92029 (619) 746-4955 ENOl),'mJNCJNC PROJECT: DRil..LER: SHEET: of CTEJOB NO: DRil..L METHOD: DRil.LING DA TE: LOGGED BY: SA..\-iPLE METHOD: ELEVATION: i.:! C "'5 u -= C. .., & -:::-J C. ::;, ~ ~ ~ BORING LEGEND " ?: tll Laboratory Tests " '§ -..J !:::. ~ 1:! t,:) u 5 ... ::, cj :a "' Q .;; C. '= ~ ~ i:' ·5 ,:,; C. ., ::, Q :) ::i E Q ~ E5 Q ::E c:, DESCRIPTION .... 0 ~ -Block or Chunk Sample ... -- ... --.... -X -Bulk Sample -.... -... ,_5_ .... Thin Walled Army Corp. of Engineers Sample I--~ ... - --... --Standard Penetration Test ... -~ ... 10-.... J -Modified Split-Barrel Drive Sampler (Cal Sampler) i---.... ... --... -\ -Hand Driven Thin Walled Sampler -... -.... ... 15- ~ -Groundwater Table ... -. .... - I--? --? --? --? --? --? --?-\_ ... -1--Formation Change (Approximate boundary between 20-soil types) I--I .... -Blow Counts Not Recorded I NR -I ... - .... - '-25- ... - FIGURE:! BL2 --- PROJECT: CTEJOBNO: LOGGED BY: ;..Q ... - .... - ... -- 0 .? ~ 0 2i 63 I 65/3" ... - ... 5. I-- ... - I-- ... - f.iO- .... - ... - I---- H5- ... - ... - ... - ... - ~0- -- I-- I-- .... - ~5- ~~CO ~~OTE~H~lf} !N~ ~ON;T~U~J!N~~.N~ER~~T~S~~OEA~~!!:E~T~O!N C. ~ Hl4 VINEYARD AVENUE, SUITE Cl ESCONDIDO CA. •2029 (619) 746-4955 ~.INt' LOT 18, CARLSBAD OAKS 10-2023 J.DEWHURST DRILLER: DRILL METHOD: SAMPLE METHOD: 4" HAND AUGER 35 lbHAMMER BORING: B-1 DESCRIPTION SHEET: l of l DRILLING DA TE: 11/26/96 ELEVATION: -391 Laboratory Tests SM DISTURBED: Landscaping Fill, Moist, dark brown, silty SAND ,____,__ ? --? --? --? --? --? --?- SM EOCENE SCRIPPS FORMATION: Moist, light tan silty SANDSTONE As above, dense Total depth= 4' Boring backfilled with soil cuttings FIGURE:I B-1 PROJECT: CTEJOB NO: LOGGED BY: t?/~~~/;O~~oTE!Hgl~}L~~oNTT~u~J;N~~,N~ER~~Hs~~GEA~~!~E?r~o!NC. a-fc'-F.' 2414 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 92029 (619) 746°4955 ENOL\"EERING.IIIC LOT 18, CARLSBAD OAKS 10-2023 J.DEWHURST C 0 0 -= .0 DRILLER: BARGE'S DRILLING SHEET: DRILL METHOD: 8-INCH HSA DRILLING DATE: SAMPLE METHOD: DRIVE SAMPLER ELEVATION: 1 of I 11/26/96 -393 ~ E b >, CJ) 0 ti:) 0 -~ ...l BORING: B-2 Laboratory Tests ,., ;:,i 0 ;:; :i 0 :a Cl -~ >, vi 0. e 0 i ::i 0 DESCRIPTION -o-1-~~--4----1---+----1---1--=-,,-==-------.,....,..---.-,----------4-------~ SM/SP DISTURBED: Moist, dark brown, silty SAND and sandy SILT .... -- --) ... -... -s- .... - ~ 50/5" ... - ... - HO-... 28 29 50 .... --~ --... -v I--... ... - H.5- ,-- -- ,-- -- ~0- I-- ... - ... - I-- ~5- [ 44 50/6" .... I) 38 1.J 50/3" SM SP-SM 1---4-? --? --? --? --? --? --?- EOCENE SCRIPPS FORMATION: Moist, light brown and tan, silty SANDSTONE As above, very dense, light to dark gray As above, dark gray Moist, dense to very dense, dark gray, SILTSTONE, with fissile bedding As above Moist, very dense, dark gray SANDSTONE, with silt Total depth= 21' Boring backfilled with soil cuttings FIGURE:! B-2 ~CONSTRUCTION TESTING & ENGINEERING, INC. r) 'b.,. GEOrECIINICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION a H 14 VINEYARD AVENUE, SUITE G ESCONDIDO CA. 92029 (619) 746°49H ENOC<EER!NO.INC. PROJECT: LOT 18, CARLSBAD OAKS CONTRACTOR: SHEET: I of I CTEJOB NO: 10-2023 EXCAVATION METHOD: EXCAVATED BY HAND DRILLING DATE: 11/26/96 I.OGGEDnY: J. DEWHURST ELEVATION: -394 C' 0 "' (.) .e ..c Q. ,.-., E ij 8. 0 e t,j) Z' TEST PIT RECORD: TP-1 ;>, .3 l ?: Laboratory Tests ·;;; Cl) Cl) t:: ~ vi (.) 8 E cj :E -5 t:: "' la-.:.: ~ c ·s vi r:l, ... 8 :i ·.: 0 ~ ;:j 0 Cl 0 DESCRIPTION 0 :SM .., \ ./ ,--I A I J SP ·-. --..... ---. ----. -. --.... --.. -... -- -·,~--~-~-~_,,-/ -- -- -5-A DISTURBED: Moist, light and dark brown, silty SAND ,--B EOCENE SCRIPPS FORMATION: Moist, dark gray sandy ,--SILT with fissile bedding ,-- -- -10- -- -- ,-- ' I-- f-15- ... - ,-- FJGIIRF·I TP-1 PROJECT: crEJOBNO: LOGGED BY: C' 0 ,e, .-. 0 e ·;;; C e 8 a "' c ·s Q ::E 0 .c E >, Cl) vi cj <n ::i SM SP :i.-:>.CONSTRUCTION TESTING & ENGINEERING, INC. ,_.,--.~,"b,.., GEOTECIINICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPEC!TION 2414 VINEYARD AVENUE, SUITE G ESCONDIDO CA. 92029 (619) H6-495' ENOP.-lEUNO.INl'. CONTRACTOR: SIIEET: LOT 18, CARLSBAD OAKS 10-2023 EXCAVATION MET! IOD: EXCAVATED BY HAND DRILLING DA TE: I of I 11/26/96 -395 J. DEWHURST ELEVATION: c.o 0 0 u -I u 0 !:::, :E -5 f 0. 0 0 - - I-- - 5- - - - - 0- - [ - - - 5- - - ., Q. 8. ~ >, Cl) .... ---·-C .,,,_ ., :i .:! co ci TEST PIT RECORD: TP-2 \ \ ................. A............ ,,,,...--,, ...... / B "~/ I I DESCRIPTION A DISTURBED: Moist, light and dark brown, silty SAND B EOCENE SCRIPPS FORMATION: Moist, dark gray sandy SILT with fissile bedding Laboratory Tests flGURE:I TP-2 .. . .. # APPENDIXC LABORATORY METHODS AND RESULTS APPENDIXC LABO RA TORY METHODS AND RESULTS Laboratorv Testing Program Laboratory tests were performed on representative soil samples to detect their relative engineering properties. Tests were performed following test methods of the American Society for Testing Materials or other accepted standards. The following presents a brief description of the various test methods used. Classification Soils were classified visually according to the Unified Soil Classification System. Visual classifications were supplemented by laboratory testing of selected samples according to ASTM D2487. The soil classifications are shown on the Exploration Logs in Appendix B. Particle-Size Analvsis Particle-size analyses were performed on selected representative samples according to ASTM D422. The particle-size distribution curves are in Appendix C. Expansion Index Expansion. testing was performed on selected samples of the matrix of the onsite soils according to Building Code Standard No. 29-2. Expansion Index results are reported in Appendix C. In-Place Moisture/Densitv The in-place moisture content and dry unit weight of selected samples were determined using · relatively undisturbed chunk soil samples. The dry unit weight and moisture content are shown on the attached exploration logs and are shown in Appendix C. R-Value The resistance "R" value was etermined by the California Materials Method No. 301 for representative subbase soils. Samples were prepared and exudation pressure and "R" value determined. The graphically determined "R" value at exudation pressure of 300 psi is the value used for pavement section calculation. Direct Shear Direct shear tests were performed on samples recompacted to 90% of the laboratory maximum value overall in accordance with ASTM D3080-72 to evaluate the shear strength characteristics of selected materials. The samples were inundated during shearing to represent adverse field conditions. ,, U.S. STANDARD SIEVE SIZE l.-:, ;,. ~.J i:o 0 0 C> ~, ------'-..._ -------c.,::; C 0 C> -,:--:, -c-:> ..,. co -c-:> '"' -C'-1 100 ::.:-r ..... ::.::-~-::1::: ~ -~ ~ ::«; -:.:: :.:: r·· ~ ~r-,,_ ,. r-~ ~ 90 80 .. --.. --.. -" -'. --... -··-··· -·--··-· . .. --' -· -·--·----· -·--· ·-·-... ···-. . .. .. -----i--------------. . --.. ·-------·--· 70 ,__ -·-· ·-1-- --_\ 60 -' .. . .. ----. -···----·----·· ---·----------·-----.. -·· .. . ----··--. ---··-· ·---.. ---· . ·------· . -----··r-------- C, :z: en en < 0... 50 , -E-1-t-· -1---,-··-1--,---:z: w u c,c: w 0... 40 t---·-----c---' --~,- 30 l. 20 --~-------,-~--~~ 10 -~ -,---t-t-,----,-- 0 . -------.. -------;------ 100 10 1 0.1 0.01 0.001 PARTICLE SIZE (mm) PARTICLE SIZE ANALYSIS &.CO~~,';,!,~,~}!,~ ~,,;,~,~J,',~!! .. ~ .. [r,~,~~,E.~0~J~,?,\}N C. BORING NO. SAMPLE DEPTH (FT) SYMBOL LIQUID LIMIT ('1,) PLASTICITY INDEX CLASSIFICATION 8-2 5 • --SM 8, l• I' VINEYARD AVENUE, SUITE G ESCONDIDO CA. 92029 (619) H6-49B --• ---EN<ll:-URINOJNC CTE JOB NUMBER: 10-2023 FIGURE: C-1 6000 5000 4000 G:' Cl} e:.. /' Cl} Cl} ~ c::: E-Cl} C, 3000 z V '2 / < ~ -Cl} 2000 v· / 1000 V - 0 0 1000 2000 NORMAL 3slfiEss (PSF) 4000 5000 6000 SHEAR STRENGTH TEST Boring Depth (ft) Cohesion Angle ofFriction Sample Description B-1 3-4 300 psf 3go Olive silty SAND ~c O ~~OTE~H~l~}L~ ~ONYT~U~J}N~~IH~ER~~T~S~~GEA~O~!~E~T~o!N C .. CTEJOB NO: 10-2023 <:7. 2414 VINEYARD AVENUE, SUITE G ESCONDIDO CA. 921129 (61'1) H6-495S FIGURES: 2 EN0IXEERIN0JNC /' ,V / V / V / 0 1000 2000 NORMAL ~'i'WESS (PSF) 4000 SHEAR STRENGTH TEST Borin De th (ft) Cohesion An le of Friction B-2 5 0 sf 50° ~~CONSTRUCTION TESTING & ENGINEERING, INC .. 'i>., GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING ANO INSPECTION 2414 VINEYARD AVENUE. SUITE G ESCONDIDO CA. noH (Gl9) 746-4955 5000 CTEJOBNO: FIGURES: 6000 5000 4000 3000 2000 1000 0 6000 10-2023 3 ... ... ~~co~~oTE!H~lf}!~~oN!T~U~J}N~~.N~ER~~Hs~~A~~!~E~T~o!NC. ~ 2414 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 92029 (619) 746-4955 ~.ElU!IG.IIIC LOCATION Bl B2 LOCATION B-2 LOCATION B-2 CTE JOB NO: 10-2023 MOISTURE AND DENSITY TEST DEPTH (feet) 3-4 5 MOISTURE CONTENT (%) 18.5 20.5 EXPANSION INDEX TEST UBC 18-2 DEPTH (feet) 1-3 EXP ANSI ON INDEX 86 RESISTANCE "R"-V ALUE CALTEST301 DEPTH (feet) 1-3 DRY DENSITY (pct) 108.9 106.2 EXPANSION POTENTIAL MEDIUM R-VALUE 16 FIGURE: C-4 ENGINEERING, INC. CoNSTRUCTION TEsTING & ENGINEERING, INC. SAN DIEGO, CA 2414 Vineyard Ave. Suite G F.5condido, CA 92029 (76o) 746-4955 (76o) 746-9806 FAX . RIVERSIDE, CA VENTURA, CA 490 E. Princeland Ct. 1645 Pacific Ave. Suite 7 Suite 105 Corona, CA 91719 Oxnard, CA 93033 (909) 371-1890 (805) 486-6475 (909) 371-2168 FAX (805) 486-9016 FAX HYDROLOGY CALCULATION FOR PARCEJ:.,B LOT 18 CARLSBAD -II CITY OF CARLSBAD · CALIFORNIA Prepared for TRACY,CA 392 W. Larch Rd. Suite 19 Tracy, CA 95376 (209) 839-2890 (209) 839-2895 FAX MR. BRIAN HUNSAKER HUNSAKER DEVELOPMENT COMP ANY, LLC 1776 MITCHELL IRVINE, CA 92714 Prepared by CONSTRUCTION TESTING AND ENGINEERING, INC. 2414 VINEY ARD A VENUE, SUITE G ESCONDIDI, CA 92029 LANCASTER, CA 42156 10th St W. 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Pt{)£ /)_IA e:9 // I ttUJ c 2:_6·.9;-1 ()-L-1, ' ' ' I i f IP£ 5 LdP_E--~IJCJ,~-"'-1...-_____________ ~ -----,--~---------------~l>=A==S!==N'!=; *4 =-~-' ·--~------' ' I I : '. -~---,-------- --+--~-----'-----+--41.:.......,~A---"-'-Of/1 __ q It;--4 /0 ~ 4d-Li.M~-& ,£t.:~j_. 5_·71:~'2..!_Jf _!f/4 --~ ----+-, -~---~--!_ ...... ___ : __ --• : ___ ~;---~~--· l ! ' ' 1-------___________ ! ----------__________ , __ ... -------·-·--' -- ' ---i---~-·-t---j. -· • --" -• -_ _. J.._._ "~-I --L--'. . -- ' ---------------1 -· --..-~~ ------·------~---..--______ I -----~__,_ __ 1 I i ---·-------·--------·--------------------. ' ' ----------------~ -,----~--------------1 I 1 • • .... ------------• ___ 1,_ _____ , _________ .._ --·--------- ··---~ -----' ___ . ,____ '------------·---------------t-------~~----~---- • --------· .. --------· -_____ ...,___ -----•• ' • -----------_____ ,1._. _ _L ______ r---------------___ ,._ -----------· -----_ -----_ OA:2 IN s--__ (1 _;:: _ ~-; ±_~_tr _c_&,r;: --:=----L~ ~ L-f __ '__}_'.{'_.±_ ,.:.t.~_:; --&_,s_9_t:(--J.,_ __ ----------' ------------· ---·----------------________ ........ _______________ ------------------------------ __ p/ f.-E 51,,a_p .£_-;.__.__tti..J:_ ___ +-----~-___________ _ -----_j_ -----;------~~..f&J'il_-__ p, &-_S'-.-: 2Q; I iJ E__t.__JJ __ /t_ip_J_f"i{~ ~9~fs-_~12.-e.:-~,,/-I I : j i ; ; I I ! ! I ' ; : ; I I i ' I ! 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I ' i I i ! i I ---~------------------,-------------'--------'------'---------,-------,----------- ' ----...;....---..J....--+--+------+----'-~---'-------+--------L..------- ~--------------+----------------------~-'------'------'--_____,_------+------ -----------------------... _ ------------- : ---------------_,. ---·----. --'----._ __ -----~. lNTENSITY-DUMTl"·· DESIGN CHART ~- 3, ~ -0 m2 I I s' -t--i-+l-+l -ll.J..l ...i.lJl·-++1 I I I I I 111111111111111 I I 1111111 H X X H •--l-·l·-•-1-1-1--1-t-l·I I• H t.~ 4-i-rrT1r1111111nm11m11111111ori11111111111114µv1,111, , , , , , , , ~..1.J."'''""l''"l' I ~ l O 15 20 30 40 50 l 2 3 4 5 6 } 1 ~ r, 1 \ Jo l r• ltn111•c- Directions for Application: 1) From precipitation r:iaps detennine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed 1n the County Hydrology Manual (10, 50 nnd 100 yr. maps included in th Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not npplicable to Desert) 3) Pl~t 6 hr. precipitation on the rinr.t ~ide of the chart. 4) Draw a line through the point parallel to the plotted lines. 5) This line is the intensity-duration curve for the location being analyzed. Application Form: 0) Selected Frequency ii O yr. I 2rt5 * 1) P 6 = 2 • 4 in. , P 24 = 4 · o , P 6 ::: "l·7 .q,7 - GCJ %* r; 7 P24 2) Adjusted *P = 2· c.'! in. 6 2·7 3) tc = (; min. c;;; 4) I a '5·b2--in/hr. 6· 32- *Not Applicable to Desert Region APPENDIX XI IV-A-14 111•1• i -.;pd J /8S GRAPHIC SCALE eo I i i j < IN FEET ) l Inch • 40 f't, I VAC>JIT LANO ( BUILD & C U.Zi&W 'r.n.. II Ewa -DID -----------· -----an:aNO. PROJECT CA.Rl5BA J) l-CJT-12 CALC ____ DATE ~-J7 BASIN# ----- STATION _________ AREA REFERENCE .057 (50 SCALE) AREA,___ _____________ x .918 (200 SCALE) = I e 9 acres .021 (21 SCALE) COEFFICIENT OF RUNOFF: C (CONSIDER PROBABLE DEVELOPMENT) DEVELOPED AREAS (URBAN) COEFFICIENT "C" SOIL TYPE CE) % LAND USE A B C D RESIDENTIAL SINGLE FAMILY 0.4 0.45 0.5 0.55 MUL Tl-UNITS 0.45 0.5 0.6 0.7 MOBILE HOMES 0.45 0.5 0.55 0.65 RURAL (LOTS GREATER THAN 1/2 ACRE) 0.3 0.35 0.4 0.45 COMMERCIAL (2) 0.7 0.75 0.8 0.85 80% IMPERVIOUS G) INDUSTRIAL (2) 0.8 0.85 0.9 ,95 90% IMPERVIOUS TIME OF CONCENTRATION Tc C= •'J> CA= •BS Tc1 : OVERLAND FLOW Tc2 : GUTTER FLOW STREET LENGTH = ~·@ 1 Tel = ~ min % APPROX AVE VEL = -!l-6 y,..;y,, .(,.._;.,,:~Tc2 = min. Tc= Tel+ Tc2 = G min RUNOFF: Q=I X CA ALTITUDE FACTOR (CHARTC) 150= I X 5 •62-"/hr cfs lf·78 USE Q50= FACTOR X :.:,g§"~ 1100= X 6-)L "/hr cfs 5' 3 7 USE Q100= FACTOR REFERENCE : SAN DIEGO COUNTY FLOOD CONTROL DESIGN AND PROCEDURE MANUAL 1. OBTAIN SOIL TYPE FROM APPENDICES IX-C1 THROUGH IX-C4 2. OBTAIN OVERLAND FLOW Tc1 FROM APP. X-C 3. OBTAIN APPROX. AVERAGE VELOCITY FROM APP. X-D 4. OBTAIN RAINFALL INTENSITY FROM APP. X I L./·7~ S·.JZ ft fps cfs cfs PROJECT CA Rt. 5 (J A ./) l fJ T-I J? CALC ____ DATE -b -9 7 BASIN# ____ _ STATION _________ AREA REFERENCE .057 (50 SCALE) AREA. ______________ x .918 (200 SCALE) = ' 2.£ acres .021 (21 SCALE) COEFFICIENT OF RUNOFF: C (CONSIDER PROBABLE DEVELOPMENT) DEVELOPED AREAS (URBAN) % LAND USE RESIDENTIAL ___ SINGLE FAMILY ___ MULTI-UNITS ___ MOBILE HOMES ___ RURAL (LOTS GREATER THAN 1/2 ACRE) ___ COMMERCIAL (2) A 0.4 0.45 0.45 0.3 0.7 COEFFICIENT "C" SOIL TYPE B C D 0.45 0.5 0.55 0.5 0.6 0.7 0.5 0.55 0.65 0.35 0.4 0.45 0.75 0.8 0.85 80% IMPERVIOUS ___ INDUSTRIAL (2) 90% IMPERVIOUS 0.8 0.85 0.9 @· TIME OF CONCENTRATION Tc Tc1 : OVERLAND FLOW ./60•@ Tel = 4 min Tc2 : GUTTER FLOW STREET LENGTH = APPROX AVE VEL = Tc2 = min. Tc= Tel+ Tc2 = b min RUNOFF: Q=I X CA ALTITUDE FACTOR (CHART C) 150= X >-61. "/hr (•2.1 cfs USE Q50= FACTOR x,j..t:::- 1100= X f •_3i "/hr /•S$ cfs USE Q100= FACTOR REFERENCE : SAN DIEGO COUNTY FLOOD CONTROL DESIGN AND PROCEDURE MANUAL 1. OBTAIN SOIL TYPE FROM APPENDICES IX-C1 THROUGH IX-C4 2. OBTAIN OVERLAND FLOW Tc1 FROM APP. X-C 3. OBTAIN APPROX. AVERAGE VELOCITY FROM APP. X-D 4. OBTAIN RAINFALL INTENSITY FROM APP. XI C= CA= ,, 4 () f·S-$ ft fps cfs cfs ,,s- · 95 y 2. 5:. PROJECT C--A-Al.$(3,A-/) l-OT-lt CALC ____ DATE 6-97 BASIN# __ 3 ___ _ STATION _________ AREA REFERENCE .057 (50 SCALE) AREA _________________ X .918 (200 SCALE) = ' IT acres .021 (21 SCALE) COEFFICIENT OF RUNOFF: C (CONSIDER PROBABLE DEVELOPMENT) DEVELOPED AREAS (URBAN) COEFFICIENT "C" SOIL TYPE % LAND USE RESIDENTIAL SINGLE FAMILY MULTI-UNITS MOBILE HOMES RURAL (LOTS GREATER THAN 1/2 ACRE) COMMERCIAL (2) 80% IMPERVIOUS INDUSTRIAL (2) 90% IMPERVIOUS TIME OF CONCENTRATION Tc Tc1 : OVERLAND FLOW _a[_•@ '> Tel = 3 min A B C 0.4 0.45 0.5 0.45 0.5 0.6 0.45 0.5 0.55 0.3 0.35 0.4 0.7 0.75 0.8 0.8 0.85 0.9 Tc2 : GUTTER FLOW STREET LENGTH = APPROX AVE VEL = Tc2 = min. Tc= Tel+ Tc2 = 6 min RUNOFF: Q=I X CA ALTITUDE FACTOR (CHART C) 150= X 5'· G 2.. "/hr cfs ·90 USE Q50= FACTOR D 0.55 0.7 0.65 0.45 0.85 ~ 'g 0 C= CA= X { · ,5 1..-"/hr X•/ 6 /, o I 1, ~ r 1100= cfs USE Q100= FACTOR REFERENCE : SAN DIEGO COUNTY FLOOD CONTROL DESIGN AND PROCEDURE MANUAL 1. OBTAIN SOIL TYPE FROM APPENDICES IX-C1 THROUGH IX-C4 2. OBTAIN OVERLAND FLOW Tc1 FROM APP. X-C 3. OBTAIN APPROX. AVERAGE VELOCITY FROM APP. X-D 4. OBTAIN RAINFALL INTENSITY FROM APP. XI ft fps cfs cfs ' 'l.£' PROJECT CAIZL-5/JA-J) t.O!ilg CALC ____ DATE G /q_ ; BASIN# __ 1 __ _ STATION _________ AREA REFERENCE .057 (50 SCALE) AREA'--____________ X .918 (200 SCALE) = ' I G acres .021 (21 SCALE) COEFFICIENT OF RUNOFF: C (CONSIDER PROBABLE DEVELOPMENT) DEVELOPED AREAS (URBAN) % LAND USE COEFFICIENT "C" RESIDENTIAL ___ SINGLE FAMILY ___ MULTI-UNITS ___ MOBILE HOMES ___ RURAL (LOTS GREATER THAN 1/2 ACRE) ___ COMMERCIAL (2) 80% IMPERVIOUS ___ INDUSTRIAL (2) 90% IMPERVIOUS TIME OF CONCENTRATION Tc Tc1 : OVERLAND FLOW If'•@ Tel = 2·§" % min SOIL TYPE A B C 0.4 0.45 0.5 0.45 0.5 0.6 0.45 0.5 0.55 0.3 0.35 0.4 0.7 0.75 0.8 0.8 0.85 0.9 Tc2 : GUTTER FLOW STREET LENGTH = APPROX AVE VEL = Tc2 = min. Tc= Tel+ Tc2 = min RUNOFF: Q=I X CA ALTITUDE FACTOR. ______ (CHART C) D 0.55 0.7 0.65 0.45 0.85 (§)· C= CA= I 50= I X S"" ·6l.--''/hr , g'13cfs USE Q50= 1 81 FACTOR x 21.1r:; I 100= X 6 . .3 2,.-"/hr • 9 5"" cfs USE Q100= i <} ~ FACTOR REFERENCE : SAN DIEGO COUNTY FLOOD CONTROL DESIGN AND PROCEDURE MANUAL 1. OBTAIN SOIL TYPE FROM APPENDICES IX-C1 THROUGH IX-C4 2. OBTAIN OVERLAND FLOW Tc1 FROM APP. X-C 3. OBTAIN APPROX. AVERAGE VELOCITY FROM APP. X-D 4. OBTAIN RAINFALL INTENSITY FROM APP. X I ft fps cfs cfs •tJS- . 9§"° , is PROJECT C-A P..l.$ fJA!) /...OT-I! CALC ____ .DATE 6 I 3 H 7 BASIN# -~~--- STATION _________ .AREA REFERENCE .057 (50 SCALE) AREA'--____________ x .918(200SCALE) = t· / ( acres .021 (21 SCALE) COEFFICIENT OF RUNOFF: C (CONSIDER PROBABLE DEVELOPMENT) DEVELOPED AREAS (URBAN) % LAND USE COEFFICIENT "C" RESIDENTIAL ___ SINGLE FAMILY ___ MULTI-UNITS ___ MOBILE HOMES ___ RURAL (LOTS GREATER THAN 1/2 ACRE) ___ COMMERCIAL (2) 80% IMPERVIOUS ___ INDUSTRIAL (2) 90% IMPERVIOUS TIME OF CONCENTRATION Tc Tc1 : OVERLAND FLOW ~~c '@ 1s" Tel = min % SOIL TYPE A B C 0.4 0.45 0.5 0.45 0.5 0.6 0.45 0.5 0.55 0.3 0.35 0.4 0.7 0.75 0.8 0.8 0.85 0.9 Tc2 : GUTTER FLOW STREET LENGTH = APPROX AVE VEL = Tc2 = min. Tc= Tel+ Tc2 = (;;,min RUNOFF: Q=I X CA ALTITUDE FACTOR (CHART C) D 0.55 0.7 0.65 0.45 0.85 0.95 C= CA= 150= X 9·62.. "/hr ;cfs S·9f> USE Q50= S· 'Jo I FACTOR X ~ -;)... "/hr X FIOS 6·6) (•6 i 1100= cfs USE Q100= FACTOR REFERENCE : SAN DIEGO COUNTY FLOOD CONTROL DESIGN AND PROCEDURE MANUAL 1. OBTAIN SOIL TYPE FROM APPENDICES IX-C1 THROUGH IX-C4 2. OBTAIN OVERLAND FLOW Tc1 FROM APP. X-C 3. OBTAIN APPROX. AVERAGE VELOCITY FROM APP. X-D 4. OBTAIN RAINFALL INTENSITY FROM APP. XI ft fps cfs cfs · 9r PROJECT CAIU5 l)A0 l~T-1!} CALC ____ DATE o/:;Z, 7 BASIN# ____ _ STATION _________ AREA REFERENCE .057 (50 SCALE) AREA _______________ x .918 (200 SCALE) = f ,d1) acres .021 (21 SCALE) COEFFICIENT OF RUNOFF: C (CONSIDER PROBABLE DEVELOPMENT) DEVELOPED AREAS (URBAN) COEFFICIENT "C" SOIL TYPE % LAND USE A B C D RESIDENTIAL SINGLE FAMILY 0.4 0.45 0.5 0.55 MUL Tl-UNITS 0.45 0.5 0.6 0.7 MOBILE HOMES 0.45 0.5 0.55 0.65 RURAL (LOTS GREATER THAN 1/2 ACRE) 0.3 0.35 0.4 0.45 COMMERCIAL (2) 0.7 0.75 0.8 0.85 80% IMPERVIOUS INDUSTRIAL (2) 0.8 0.85 0.9 0.95 ,'j s- 90% IMPERVIOUS C= •J~ TIME OF CONCENTRATION Tc Tc1 : OVERLAND FLOW 2,.lU I@ Tel = min Tc= RUNOFF: Q=I X CA % Tel+ Tc2 = Tc2 : GUTTER FLOW STREET LENGTH = APPROX AVE VEL = Tc2 = min. min ALTITUDE FACTOR (CHART C) 150= X S· { '2, "/hr cfs S•3J USE Q50= FACTOR X ~-)2, "/hr x~~~s 1100= cfs 6,!fi> USE Q100= FACTOR REFERENCE : SAN DIEGO COUNTY FLOOD CONTROL DESIGN AND PROCEDURE MANUAL 1. OBTAIN SOIL TYPE FROM APPENDICES IX-C1 THROUGH IX-C4 2. OBTAIN OVERLAND FLOW Tc1 FROM APP. X-C 3. OBTAIN APPROX. AVERAGE VELOCITY FROM APP. X-D 4. OBTAIN RAINFALL INTENSITY FROM APP. XI Si 3J 6 · ot> CA= I CJS ft fps cfs cfs PROJECT CA-P.lS(2A-D l.OT-lg CALC ____ DATE 413/ 9) BASIN# _ _...7 __ _ STATION _________ AREA REFERENCE .057 (50 SCALE) AREA'--____________ X .918 (200 SCALE) = '2..4 acres .021 (21 SCALE) COEFFICIENT OF RUNOFF: C (CONSIDER PROBABLE DEVELOPMENT) DEVELOPED AREAS (URBAN) % LAND USE COEFFICIENT "C" RESIDENTIAL ___ SINGLE FAMILY ___ MULTI-UNITS ___ MOBILE HOMES ___ RURAL (LOTS GREATER THAN 1/2 ACRE) ___ COMMERCIAL (2) 80% IMPERVIOUS ___ INDUSTRIAL (2) 90% IMPERVIOUS TIME OF CONCENTRATION Tc Tc1 : OVERLAND FLOW IJO •@ Tel = min % SOIL TYPE A 8 C 0.4 0.45 0.5 0.45 0.5 0.6 0.45 0.5 0.55 0.3 0.35 0.4 0.7 0.75 0.8 0.8 0.85 0.9 Tc2 : GUTTER FLOW STREET LENGTH = APPROX AVE VEL = Tc2 = min. D 0.55 0.7 0.65 0.45 0.85 0.95 C= CA= Tc= Tel+ Tc2 = ' min C (,,._:.'rt ~~.)h-~~ RUNOFF: Q=I X CA ALTITUDE FACTOR (CHARTC) 150= l X §"·,&)_ "/hr cfs/•l._9 USE Q50= r · 2-9 .. FACTOR 1100= X '·32,. "/hr X ii3 cfs ft~_(" USE Q100= ,,1r;- FACTOR REFERENCE : SAN DIEGO COUNTY FLOOD CONTROL DESIGN AND PROCEDURE MANUAL 1. OBTAIN SOIL TYPE FROM APPENDICES IX-C1 THROUGH IX-C4 2. OBTAIN OVERLAND FLOW Tc1 FROM APP. X-C 3. OBTAIN APPROX. AVERAGE VELOCITY FROM APP. X-D 4. OBTAIN RAINFALL INTENSITY FROM APP. XI ft fps cfs cfs ',s- PROJECT C-A P... l 5 /,'; ft-I) l-~ T-I'§ CALC ____ DATE ~/1J 9 7 BASIN# ----"---- STATION ___________ AREA REFERENCE .057 (50 SCALE) AREA. ______________ X .918 (200 SCALE) = I ,(J'j acres .021 (21 SCALE) COEFFICIENT OF RUNOFF: C (CONSIDER PROBABLE DEVELOPMENT) DEVELOPED AREAS (URBAN) % LAND USE COEFFICIENT "C" RESIDENTIAL ___ SINGLE FAMILY ___ MULTI-UNITS ___ MOBILE HOMES ___ RURAL (LOTS GREATER THAN 1/2 ACRE) ___ COMMERCIAL (2) 80% IMPERVIOUS ___ INDUSTRIAL (2) 90% IMPERVIOUS TIME OF CONCENTRATION Tc Tc1 : OVERLAND FLOW 2go I@ Tel = min % SOIL TYPE A B C 0.4 0.45 0.5 0.45 0.5 0.6 0.45 0.5 0.55 0.3 0.35 0.4 0.7 0.75 0.8 0.8 0.85 0.9 Tc2 : GUTTER FLOW STREET LENGTH = APPROX AVE VEL = Tc2 = min. D 0.55 0.7 0.65 0.45 0.85 0.95 C= CA= Tc= Tel+ Tc2 = G min RUNOFF: Q=I X CA ALTITUDE FACTOR,___ ______ (CHART C) I 50= l X -S-·6 2.--"/hr FACTOR S--&'1 cfs USE Q50= S· g4 ft fps cfs I 100= I X 6 -} ).., "/hr FACTOR Xl*=~1 &-S? cfs USE Q100= 01 r-/ cfs ------ REFERENCE : SAN DIEGO COUNTY FLOOD CONTROL DESIGN AND PROCEDURE MANUAL 1 ." OBTAIN SOIL TYPE FROM APPENDICES IX-C1 THROUGH IX-C4 2. OBTAIN OVERLAND FLOW Tc1 FROM APP. X-C 3. OBTAIN APPROX. AVERAGE VELOCITY FROM APP. X-D 4. OBTAIN RAINFALL INTENSITY FROM APP. XI I ,s- 120 ::, CJ ;£ 0 :;:: 90 80 70 0.9 0.8 0.7 -~ 90 84 72 66 60 54 48 42 36 30 27 24 21 18 12 10 8 6 4 f/6--J 2 CJ ~ i 0 ·u QJ 0 C. oi 0 > ci5 15 20 Figure 4-11 Nomograph for Manning formula, Eq. 4-14, for circular pipes flowing full based on n =0.013. ---- 120 ::, (J i _g 0 ~ .:: C: "" ::, 0 90 80 70 60 8 7 6 5 4 3 2 1 0.9 0.8 0.7 .E .,; 0. ·c. 0 ~ "' ~ E "' ci f/G---2. 90 2 84 72 66 60 54 48 42 36 30 27. 24 21 ----.,; 15 C. ·c. -// IS @) I 7. 0 "' 0. 12 0 en 10 8 6 15 4 20 Figure 4-11 Noinograph for Manning formula, Eq. 4-14, for circular pipes flowing full based on n=0.013. 120 CJ· Q) f :, (J i 0 ::;:: 90 80 70 60 50 40 30 20 10 9 8 0.9 0.8 0.7 -~ ff~--3 90 2 84 72 66 60 54 48 42 36 30 27 24 21 .::: 8 6 15 4 20 Figure 4-11 Nomograph for Manning formula, Eq. 4-14, for circular pipes flowing full based on n =0.013. 120 u Q) ? ::, u -;:.· 0 ;;:: 0 90 80 70 60 50 40 30 20 10 9 8 7 0.9 0.8 0.7 90 84 72 66 60 54 48 42 36 30 27 24 21 .S 18 .,; a. ·o.. 0 15 ... $ Q) E ro 12 ci 8 6 4 Fl 6--4 2 / /01@) 4 5 ~ !:!:: .;:: u 6 ~ ·o.. .... i 0 ·c:; 7 Q) 0 a. -.; 0 > en 8 9 10 15 20 Figure 4-11 Nomograph for Manning formula, Eq. 4-14, for circular pipes flowing full based on n=0.013. .5/ 120 0 90 80 70 60 50 40 30 20 0.9 0.8 0.7 a,' C. ·c. 0 ~ ~ a, E "' ci 90 84 72 66 60 54 48 42 36 30 27 24 18 15 12 10 8 6 4 FIG -5" 2 3 -~ (J a, OJ ~ C. ,::: ·c. 0 i ·c:; a, 0 C. ai 0 > en 10 15 20 Figure 4-11 Nomograph for Manning formula, Eq. 4-14, for circular pipes flowing full based on n =0.013. ,5'/ 120 :::, " ;;' ~ 0 -E C: "' :::, 0 90 80 70 10 9 8 7 6 5 4 3 2 0.9 0.8 0.7 .,- C. ·c.. 0 ~ 2l ., E "' i5 90 84 18 15 12 10 8 6 4 Ff6 -G 2 3 4 21°@) 9 Figure 4-11 Nomograph for Manning formula, Eq. 4-14, for circular pipes flowing full based on n =0.013. t/~ 120 :, (.) ;:' 0 ;;::: 0 ~ ·;:; C: "' :, 0 90 80 70 60 10 9 8 7 6 5 4 3 2 0.9 0.8 0.7 a,' C. ·a. 0 ~ $ OJ E "' c5 90 84 72 66 18 15 12 10 8 6 4 F-/G--7 2 Ir 24@ Figure 4-11 Nomograph for Manning formula, Eq. 4-14, for circular pipes flowing full based on n =0.013. .c;j 120 :, "' ;£ 0 :;:: 0 ?; -~ co :, 0 90 80 70 10 9 8 7 6 5 4 3 2 0.9 0.8 0.7 .,; a. ·c. ..... 0 .... ~ Q) E co ci 90 84 18 15 12 10 8 6 4 Pl G-_ g 2 2r"'@ Figure 4-11 Nomograph for Manning formula, Eq. 4-14, for circular pipes flowing full based on n =0.013. Jj NON-RESIDENTIAL CERTIFICATE: Non-Residential Land Owner, please read this option carefully and be sure you throughly understand the options before signing. The option you choose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance. Property owner signature is required before a building permit will be issued. Your signature is confirming the accuracy of all parcel and ownership information shown. L/-5 f -/77() Telephone L..7~S- Project Address Carlsbad CA 9200 City State Zip Code Assessor's Parcel Number, or APN and Lot Number if not yet subdivided. Building Permit Number As cited by Ordinance No. NS-155 and adopted by the City Council of the City of Carlsbad, California, the City is authorized to levy a special Tax in Community Facilities district No. 1. All non-residential property, upon the issuance of the first building permit, shall have the option to ( 1) pay the SPECIAL DEVEl,.OPMENT TAX ONE- TIME or (2) assume the ANNUAL SPECIAL TAX-DEVELOPED PROPERTY for a period not to exceed twenty- five (25) years. Please i':ldicate your choice by initialing the appropriate line below: OPTION (1): OPTION (2): I elect to pay the SPECIAL DEVELOPMENT.TAX ONE-TIME now, as a one-time payment. Amount C!f One-Time Special Tax: $ "2..c, \ <c)q 5 . Owner's Initials____ 1 I elect to p y the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-fiv ) years. Maximum Annual Special Tax:$ '2.1 1 98 L . Owner Initials-+-+¥--'---- I DO HEREBY CERTIFY U D R PENAL TY OF PERJURY THAT THE UNDERSIGNED IS .THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISIONS AS STATED ABOVE. Dai:e ' The City of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this-information. NON-RESIDENTIAL CERTIFICATE CERTIFICATE OF COMPLIANCE CITY OF CARLSBAD Plan Check No. o/ 7 . <. 7t..€ COMMUNITY DEVELOPMENT 2075 LAS PALNIAS DR., CARLSBAD, CA 92009 (619) 438-1161 . This form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the school fee requirements. No building permits for the proje_cts shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department. SCHOOL DISTRICT: San Marcos Unified --_:h_ Carlsbad Unified 801 ·Pine Avenue 2l5 Mata Way . Carlsbad CA 92008 (434-0661) San .. Marcos . CA 92069 736-2236 Encinitas Union --101 South Rancho Santa Fe Rd. Encinitas CA 92024 (944--4300) __ San Dieguito Union High School 710 Encinitas Boulevard Encinitas CA 92024 (753-6491) Project Applicant: Project Address: RESIDENTIAL: SQ. FT. of living area _____ number of dwelling units _____ _ SQ. FT. of covered area ____ SQ. FT. of garage area ______ _ COMMERCIAUIND~RI~. AREA f,9'., ~'l I Prepared by J'\+.J..4 ~ _ FEE CERTIFICATION . . {To be _completed by the School District) ·L Applicant has complied with fee requirement under Government Code 53080 __ Project is subject to an existing fe, agreement --Project is exempt from Government Code 53080 -Final Map approval and construction started before September 1, 1986. (other school fees paid) Other ___________________________ _ Residential Fee Levied: S based on sq. ft. @ -------------------- Comm/lndust Fee Levied:$ 2 fe ,<[/J. 30 based on '8 q1 3t::J 7 sq. ft. @ ____ 3_o_ef: ____ _ f1 () . ~ J. ff. Bf air I~ Assistant Supt. . . Title Date INDUSTRIAL WASTE DISCHARGE PERMIT APPLICATION BUSINESS NAME. ___ H_u_n_s_a_ke_r_D_e_v_el_o.:...p_m_e_nt_C_o_m_,_p_a_n~y.;...., _L_L_C ___________ _ SITE ADDRESS ___ 2_7_6_S_L_o_k_e_r_A_v_e_n_u_e_W_e_st_-_-_L_o_t_1_8 ____________ _ CONTACT PERSON (at business} R · Brian Hunsaker or Richard C. Hunsaker PHONE NUMBER (714) 863-1390 Type of Business (check all that apply) D Agricultural DAssembly D Automotive D Chemical Handling D Electronics DFood D Government D Laboratory D Laundry D Manufacturing D Medical D Metal Work D Office D Photo Lab D Retail D Service Station Dwarehouse l]I Other a 89,391 sq. ft. speculative building DESCRIBE WASTE OTHER THAN DOMESTIC (Chemicals, Particulates, etc.) _________ _ NONE --Will be leasing the building to a tenant ( not known as of this date) DESCRIBE BUSINESS ACTIVITY:_"""'U,-'-N .... K;..;.N.;;;..OW.;.;;..:..:.N_-'--_______________ _ GENERAL DESCRIPTION OF ONSITE WASTEWATER PROCESSING: (chemical & physical characteristics)_ UNKNOWN Is business presently in operation at site? D YES DJ. NO Has Wastewater Discharge Permit been applied for through the Encina Water Authority? D YES Ga NO Hunsaker Development Comany, LLC Applicant's Name R. Brian Hunsaker or Title Member, Parter Phone ( 714 l 863-1390 Please Print Richard C. Hun·s-aker Agency: ~ rt----7r Signalute: ·rT/~ (J_ k(;;;;;-\ Date_1_0_-_(_(p_--_(_o/-'-----,.;....?-,L--,2_ Signature of City Representative D EXEMPT 0 NOT EXEMPT Date forwarded to Encina . _____ ...__ __ _ P:\DOCS\MISFORMS\FRN00045 Date __________ _ !tEY. 2/10/92 ~,/= ·:: ···----~-~~~ to~ A~~-/1.k?ft-\__,, \~ C/7Z?Z& .--r / .L L:7 J. .. L .. <-7-C. :7a / <.C . . . , . '1(2//(11~ t;; U3/ 61;/ ( F0, 1 \-=----7 . . ---- I\ 1 . uj' {~P5 of ~ot/s/x/~ calci f 1 ~-··:\.:/ , I / / 1.// / / I , , o \e,c-;,J~//41~ '"'fJt <Z-Sf:/ f t-tydl/t1fz;f{l r._t.f)ovP 1: lu(1{4i-t:-LJv--\ \ 1 lo/ ~(i.z .-~,,:__ cJ. -· · iu (6 (tlf{ 11 -~-;Vd.J,.J 5 (.,,,:h Ai t, ) fa okdo -/2, ~ W2 1l ,£,~ ,-kd:i, 4 /. I -6, br, / l.1 ( r~ · ' l' (1.,; rt/iJl.,.; \:i 0~'l'7-'~clav ~61[# ~~ CJiuwf,.v'I[; b Gr11-I., eJy1t: th /J~~ tf 04!, ·; Y~U iJb ~,, t.v{ 2~5 tJ/t j?~ t, ~ ~1/4!,-s§/~d ca.Le.-;., · li f 1~~ :t'nr9.e.,z,Vv;i ~of>"~ /foL; -Ji'~ - ,, . /u(~1/47-cJ-iY) APPROVALS Date ( it3f't 2 r./ ,J,<z,/l' f Af:,t... - .-yw: p.;~f-~ E~g1neering 1 / • • ·-1 r Fire ~ Coastal ---Health c;/2 ¥'fiih :?FP ;\1 f i; •. ! I ' C ( 1 17 '-J a-111 •. J 1i(,y(q -/i...,.W 'f"...du:1 Pi""'--ti; cJxr rf. ::vt AU qvJ.«j ~ i 6~"'-' s:e.ti.;:,] ·. , (~{i!17 {Lo)k-irl'i Jl-b f [.__.._ ; s~ HAZMATFORM INDWASTEAPP .:l.l,.,;;!/,~~~,g..:.MI.._SCHOOLFEEFORM -;-_~f';;::;~)f.P.½dr,¥,',~:t,---1----PLANCORR ...1.!~1.;:w..£.i,1.J.p.:r,.µ..i,,...,_..:+-_-+----ENGRGCORR ; \ • r ,·. t (1-{~/~, F(ft,L ~ -fv Fit<- ' f · . { ' -1"(-zt/17 C)w;,~,<. 1iJ -1-.. 'i. 'J ' / \,: l ,1...-,(v~(q1_ R , Jwu P,{~ ®f C . · ~!:.._ . . . _ _ ""-~ C JJ.r :W:. -t f i<:r-.. £<iv~ s-4: @ FG. ,, "':"7:_,..< .. ,, ... ~ ~ ... ~---...-~---· ---,--~-...... --.... ~ -::,:y~-::.:. .... ._,,,_ \'j 0> :;.-~ ----+----BUSLIC ------+-----WCOMP ----+----FIREPLANS ----+----ASSESSORPLANS COFO tUv~ " . \ ' . ' I ' ' / i I 1 i j .+--., "'_J ~ ,) • ·',»"'" l ! SEE REVISION$) SCANNED SEPARATELY