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Home My WebLink About1945 KELLOGG AVE; ; CB950279; Permit" B U I L D I N G 01/24/96 10:27 Page 1 of 1 P E R M I T Permit No: CB950279 Project No: A9500403 Development No: Job Address: 1945 KELLOGG AV Permit Type: INDUSTRIAL BUILDING Parcel No: 212-092-07-00 Suite: 5693 01/24-/96 (i001 01 02 Lot#: C·-PRMT 23 ~ {)!) Valuation: 748,740 Construction Type: Occupancy Group: B-2 Reference#: Status: Description: 25674 SF BUILDING/ 3900 SF Applied: : OFFICE/ 21774 WHSE/MANUF EXHIBIT ART Apr/Issue: Appl/Ownr : STEINGRABER, BRUCE 24212 SARGENT ROAD Entered By: 619 789-3269 VN ISSUED 02/24/95 08/10/95 MDP RAMONA, CA. 92065 ~--~ CONTRACTOR : HAMANN CONSTRUCT,I-ON /", P l7ti C-.~ C 1~ 01210 475 WEST BRADL,EY ~v.:~\ C; ~ / d \ / OJ , '"'·, 619 440-7424 EL CAJON, CA,,/ 92~ '\\S, (.F""\j~:1/;? \_ -*** ___ Fees -Required ___ *I* A VJ;,.~.,0 ___ :eeh~-1~~d ~-Credits ______ *** Fees: 115, 1J$~~ /" -YJ,riA· ,'\~ ~ __,(o~) \ Adjustments: f"'.,/~o.g_/ V~al Cred\t;s::_ \ . oo Total Fees: 115 11·4,.i.::--2'1; ~---"~tti'P' ~~mt·s):17) \115, 7 2 4. 21 . :~ a.la, ce D~e;r( \ 25. oo Fee description lJ) 1 •. n/ ~/~~ Ext fee Data -------------------------------____ JS,.~ --.-...------------------ Building Permit .~ \ ~ /· · ~ ... /1 . -/J 2787.00 \ ,;,·, ~; Plan Check \./':· \ -,, ' . / .· . 1812. 00 Strong Motion Fee t:·· · \ "'~-.. ]'\ I · ) 157. 00 Enter Number of EDU'sy-Water'Fee/l .~>s / 15960.00 Enter ."Y" to Autocalc P\'F.~F~ ~) INCORPORATED /_ ('~ 13627.00 Y Enter 'l'raffic Impact Fee, c~ ~):~O ._,9,0 <;\ \ ~/'" . 3960. 00 Pass-Thru Fees(Y/N) or W~v '<e.(Wfaj)> _ ..... ~_~\\\:)\> / N Payoff Fee for CFD " I..J i / fl r~~5·8~:_:2)~~ ,..,. 57584. 21 En:ter Park Fee(Zone 5,13,16~ ,.::, /d J-1ovlfa\{)'::JJ //.. 10274. 00 05 * BUILDING TOTAL ·~ / ,j ~ 106161.21 Enter 11 Y11 for Plumbing Issue Fee >...._____~ 20. 00 Y Each Plumbing Fixture or Trap > 10 7.00 70.00 Each Building Sewer > 1 15.00 15.00 Each Roof Drain > 7 7.00 49.00 Each Install/Repair Water Line > 1 7.00 7.00 Each Water Heater and/or Vent > 1 7.00 7.00 Gas Piping System > 1 7.00 7.00 Each Vacuum Breaker > 2 7.00 14.00 * PLUMBING TOTAL 189.00 Enter 11 Y11 for Electric Issue Fee > 10.00 Y Three Phase Per AMP > 1200 .50 600.00 Enter "Y" if Test Meter > 25.00 Y * ELECTRICAL TOTAL 635,00 Enter 'Y' for Mechanical Issue Fee> 15.00 Y Install Furn/Ducts/Heat Pumps > 3 9.00 27.00 * MECHANICAL TOTAL 42.00 PLDA C > 2.12 8722.00 H PERMIT APPllCATION PLAN CHECK NO. City of Carlsbad Building Department 2075 Las Palms Dr •• carlsbad, CA 92009 (619) 438-1161 1. PERMIT '1YPE From list 1 (see back) give code of Permit-Type: ___ C.~_·'CJ' __ .fV'I _____ _ For Residential Projects Only: From list 2 (see back) give ~e of Structure-Type: _____________________ _ 0830 02/24/95 0001 01 C-PRMT Net Loss/Gain of Dwelling Units ________________ ......,---__ _ 2. PRClJECf INFORMATION FOR OFFICE USE ONLY Builclmg or suite No. __ ::> mt o. ').f.[ Soils Report D 1 Addressed Envelope EXISTING USE PROPOSED USE DESCRIPTION OF WORK # OF STORIES 1_, # OF BEDROOMS 'A-# OF BATHROOMS g~RESS ~'l.-1 ,Z.. ~A(U:,f,J.,,J( ~-- 2,(f ,c 7 8 CC -~ '2..~G} NAME (last name first) c;;,-&,i-.,J6t .. A/MiJ( .. SAM ,z,. ~ }ttb:v-11, CI'IY STATE ZIP CODE DAY TELEPHONE s. PROPER.TI oWNlllt NAME (last name first) ADDREss /'3J~ s1wi/J>~t-1wAy CI'IY ~.Q()O ZIP CODE 92-0'2..-'l DAY TELEPHONE 73a, -94S1- 6. OONIMciuk /Htrv,41-.J,J ~-ADDRESS 'f'J·f; W\ f?/'-APL-fVt A1l£., NAME (lastname first) STATE ~ ZIP CODE Cf'2.,0'2-D DAY TELEPHONE 440 .-74-'2-4- STATE LIC. # LICENSE CLASS a CI'IY BUSINESS LIC. # DESIGNER NAME (last name hrst) fflofJU$;v£ /ll(Af(e-5, ADDRESS ?4-U 1.. SltJI-.G~ 11!,P • CI'IY 'fl..Jt-M.o,t-p,-STATE ZIP CODE 'Z,o > DAY TELEPHONE ~ .-_5,Z., STATE LIC. # Workers' Compensation beclaranon: I hereby affirm that I have a cernhcate of consent to seif-msure issued by the Director of lndustnal Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified py the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C). INSURANCE COMPANY POLlCY NO. EXPIRATION DATE Cernhcate of Exemption: I certify that m ilie performance of the work for which this permit 1s issued, I shall not employ any person m any manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE A. oWNER-BOllDERDEU.AR/illON D D t] Owner-Builder Declaration: I hereby afhrm that I am exempt from the Confracfofs License Law for the foliowmg reason: 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 whQ builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's license Law). I am exempt under Section _______ Business and Professions Code for this reason: (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, commencing 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]). ~GNATURE DATE COMPLETE nus SECTION FOR NON-RESIDENTIAL BOltblNG PERMITs ONLY: 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? [] 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? [] YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES D NO IF ANY OF-TIIE ANSWERS ARE YFS, A FINAL CER.TIFICATE OF OCllJPANCY MAY NOT BE ISSUED AFI'ER JULY 1, 1989 UNLESS nm APPLICANT ~ MET OR IS MEETING nm REQUIREMENTS OF nm O]i'FICE OF EMERGENCY SERVICES AND nm AIR POllUTION OON1ROL DISTRICT. 9. ClJNS'lRUCliON ffiNDING AGENCY . I hereby afhrm that iliere 1s a construction lendmg agency for the performance-of ilie work tor which this permit 1s issued (Sec 3097(1) C1VII code). LENDER'S NAME M(J-,J(E.,<-/ ~£ LENDER'S ADDJIBSS to. APPUCAN1 CRR:IMCA:liON I certify that I have read the apphcanon and state that the above mformanon 1s correct. I agree to comply with all City ordmances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE 'ID SAVE INDEMNIFY AND KEEP HARMI..FSS nm CITY OF CARISBAD AGAINSf All UABIIITIFS, JUDGMENTS, CX>STS AND EXPENSES WHICH MAY IN ANY WAY ACXlUJE AGAINST SAID Cl1Y iN OONSEQUENCE OF nm GRANTING OF nns 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 Offici I under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized b permit is not co enced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or ned at a time er the work is commenced for a period of 180 days (Section 303(d) Uniform Building Code). APPUCANT'S SIGNATU . , DATE:<2 .. ,z.4:9f;'" ile YEI.J..OW: Applicant PINK: Finance S E W E R P E R M I T 08/14/95 13:27 Page 1 of 1 Job Address: 1945 KELLOGG AV Permit Type: SEWER -OFFICE/WAREHOUSE Parcel No: 212-092-07-00 Suite: Description: 25595 SF BUILDING/ 4250 SF OFFICE/12434 SF MANUF./9000 SF WHSE Permitee: STEINGRABER, BRUCE 24212 SARGENT ROAD RAMONA, CA. 92065 619 789-3269 Permit No: SE950018 Bldg PlanCk#: PIP95-03 Status: ISSUED Applied: 02/28/95 Apr/Issue: 08/14/95 Expired: Prepared By: HE *** Fees Required *** Collected & Credits *** Fees: Adjustments: Total Fees: Fee description Enter Office Squar Enter Warehouse S Total EDUs Sewer Fee Enter Sewer EDUs * SEWER TOTAL CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 .00 .00 12,010.00 Ext fee Data 2.36 4.29 6.65 12010.00 0 12010.00 .. ,;,, CITY OF CARLSBAD INSPECTION REQ:UES.T FOR 02/26/9:6 BUILDING/ 3900 SF PERMIT# CB950279 DESCRIPTION: 25674 SF OFFICE/ 21774 WHSE/MANUF EXHiijIT ART INSPECTOR AREA TP PLANCK# CB950279 OCC GRP B-2 CONSTR. TYPE VN TYPE: INDUST · JOB ADDRESS: 1945 KELLOGG AV APPLICANT: STEINGRABER, BRUCE CONTRACTOR: HAMANN CONSTRUCTION OWN·ER: REMARKs: MW/ SPECIAI,, INSTRUCT: STE: LOT: PHONE: 619 789-3269 PHONE: 619 440~-742 PHONE: INSPECTOR-~,'----------- TOTAL TIME: --RELATED PERMITS--PERMIT# SE950018 AS950055 FA9,60001 RW9501.61 TYPE swow ASC FALA.RM ROW STATUS ISSUED ISSUED ISSUED ISSUED CD LVL DESCRIPTION 19 ST Final Structural 29 PL.Final Plumbing 39· EL Final Electrical 49 ME Final Mechanical 19 ·sT Final structural 29 PL Final Plumbing 39 EL .Final Electrical 49 ME Final Mechanical ACT COMMENTS /1£_ _,.... ______ _ ±--------........ ------------- -----..,.......-----,-------------·----------------__ . ---------------------------------......,...----'----------.------------ DATE 013:1.96 013096 ·0;13096 01309'6 012996 ·0li996 012596 012396 011696 011696 122295 12219·5 122195 122195 122-09·5 122095 1220-95 12-()495 113.095 ***** INSPECTION HISTORY***** DESCRIPTION Finai Combo Frame/Steel/l30lting/Welqing Rough/Ducts/Dampers Final Combo Final Plumbing Final Mechanical . Const. service/Agricultural Final Comb.o Co~st. Service/Agricultural Const. Service/Agricultu~al Rough/Ducts/Dampers Frame/Steel/Bolting/Welding Rough Electric Rough/Ducts/Dampers Frame/Steel/Bolting/Welding Ro11-gh Electric Rough/Duct,,;/Dampers. Int.erior Lath/Drywall rnsulation ACT INSP CO TP PI T,P AP TP PI TP NR Pl NR ·py AP TP CO TP AP TP AP TP CO TP A·P TP AP TP CO TP CO TP CO T-P CO TP AP TP A-P T·P COMMENTS NOT COMPLETE/T-24 ISSUES STAIR HANDRAIL UNITS@ ROOF WALK THRU FOR TEST METER + NOT COMPLETE SEO ONLY SEO ONLY T-BAR GRID CEILING LITES SUPPORT FOR DUCTS@ WEB TRUSS NOT COMPLETE,GRID PLACED WRON WALLS ONLY SOUND WALLS .. :CITY OF CARLSBAP INSPECTION REQUEST PERMIT# CB950279 _ FOR 02/26/9.6 DESCRIPTION: 25674 SF BUILDING/ 3900 SF . OFFICE/ 21774 WHSE/MANUF EXHI-BIT ART INSPECTOR AREA TP PLANCK# CB950279 OCC GRP B-2 CONSTR. TYPE VN TYPE: INDUST JOB·ADORESS: 1945 KELLOGG. AV STE: LOT': **~** INSPECTION HISTORY***** DATE 112·995 11299:S 112995 112995 112795 112295 112295 112295 ·111695 111495 111395 1113,-95 11.0.995 110995 110795 110795 110695 110395 ll.0·295 10279-5 102595 102,395 101795 10119$ 1·01095 092995 0.9.2195 092:095 0.81195 08119'5 DESCRIPTION Frame/Steel/Bolting/Welding Rough/Topout Rough Electric Fral!le/Steel/Bolting/Welding Rough Combo Frame/Steel/Bolting/Welding Rough/To.po~t Rough Electric Frame/Steel/BOlting/Welding Grout ' , Ftg/Foundation/Piers .Roof/Reroof Ftg/Foundation/Piers Frame/Steel/Bplting/Welding steel/aond Beam Roo·f/Reroof Roof/Reroof R9of/Reroof Footing Ftg/Foundation/Piers Retaining Walls Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundatjon/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Shear Panels/MD's Shear Panels/MD's Ftg/Foundat.ion/Piers Underground/Under Floor ACT INS·P PA TP AP TP ~ TP PI TP CO TP NR TP NR TP NR TP l>I TP AP TP AP 'rP AP TP CO PK CO PK AP TP AP TP· NS TP NR TP AP T,P CO TP AP. TP AP T,P AP TP NR TP NR TP AP TP AP T·P AP TP AP PD AP PD COMMENTS ND REV T.T. TO ROD ATTCH WALLS 1 HR COORD/CHN S.D. SYST NOT COMPLETE/WALL/ROOF DET ROOF FRAMING 2ND LIFT LN A RET WALL POUR STRIP SUB FLR MEZ SHTING SEE NOTICE 11/9/95 SEE NOTICE 11/9/95 32" CAST IN PLACE WALL(LOW PR RAN OUT OF TIME NLNG/NO SUPT OR PLANS ON SITE EXT WALL IN LINE W/BLDG POUR STRIP WATER PROOF BLDG/RET WALL POUR STRIP/SLAB @TEL RM/ENTRY POUR STRIP LINE 1 POUR STRIP SAND BLASTING DEBRI IN P.S. STACK PANELS PANELS (N/INCL STACKERS) PANELS N/INCL STCKRS(N-REPRTS January 12, 1996 -MONTANA 2992 E. La Palma, Suite A Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 City of Carlsbad Buiiding· Inspection Department 2075 Las Palmas Carlsbad!, CA 92009 Testing & Geotechnical, Inc. 888 Rancheros Dr., Suite E San Marcos, CA 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 Proj~ct No: 2943-015 Log No: 6-1057 RE:· SATISF~CTORY COMPLETION OF THE WORK REQUIRING SPECIAL INSPECTION FOR CONCRETE AND WELDING PERFORMED UNDER PERMIT NO·. 95-0279' Exhibit Art Office Building \i~H.~ _K~f_l~g_g Ave~ Ca:i;:-lsl:>ad, CA Director 0.f Buiiding In$pection: To the best of my knowledge, all of the work for the structure, for which special inspection, testing·, and construction observation were provided under the subject permit is in conformance with the approved plans, specifications and the applica:bie provisions of the Uniform Building Code. Special inspections, were, provided, for the following, disciplines on th~ given.:dates:.: · ·· · --· · CONCRETE': September 21, 22 ,. 28, and 29 and, November 08, 1995 WELDING: October 04, 06, l& -20·; 25.:,_ and 27 and November 09, 199-5 Inc·. Construction. R2H Engineering MEMBER FINAL. BUILDING INSPECTION DF;PT: BUILDING ENGINEERING U'_I.tffiJ PLANNING . U/M WATER PLAN· CHECK#: CB950279 PERMIT#: CB950279 DATE: 01/23/96 PERMIT TYPE: INDUST PROJECT NAME: 2!?674 SF BUILDING / 3900 SF_.-------·--------. · OFFICE / 21774 WHSE/MANU / EXHIBIT ART ADDRESS: c;:19~4J>~KELLOGG~j[---~ CONTACT PERSON/PHONE#: MW/GIL/970-3977 PAGER SEWER DIST: CA WATER D!ST: CA ===-=======-==============-========.==·==== .============ ============= === l-=..:!..:======-1 INSP~Ct!D 12 DATE INSPECTED: ~/J_;J,,/ 9& APPROVED j(___ DISAPPROVED BY: , cJLcL I -I INSPECTED DATE BY: INSPECTED-: APPROVED DISAPPROVED INS·PECTED DATE BY: INSPECTED: APPROVED DISAPPROVED ============= ·======================-================='====================== COMMENTS: DEPT: BUILDING ILDING INSPECTION PLANNING. U/M WATER PLAN CHECK#: CB95 ~.,___ DATE: 01/31/96 PERMIT#: CB950279 PERMIT TYPE: INDUST PROJECT NAME: 25674 SF BUILDING / 3.900 SF OFFICE/ 21774 WHSE/MANUF EXHIBIT ART ADDRESS: r'l9·45 KELLOGG AV CONTACT PERSON/l?HONE#: -MW/GIL SEWER DIST·:, CA WATER DIST: CA ===== -_ . ·==-. ==== . ==. ==============. . ===== .. ====· ====== 7================= INSPECTED~ DATE -9 BY: . INSPECTED: z,..z--e f:; A-PPROVED . DISAPPROVED INSPECTED BY: INSPECTED BY: •~ -- DATE INSPECTED: DATE INSPECTED: APPROVED APPROVED DISAPPROVED DISAPPROVED ===========-=====----==-=-=--===-.---==-------=-------=====----====----=====- COMMENTS: FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING -.k,..._ FIRE [P-LANNING-=:::, U /M WATER -~ CHECK#: CB950279 DATE: 01/31/96 PERMIT TYPE: INDUST -RMIT# :· CB950279 PROJ"ECT NAME: ·25674 SF BUILDING/. 3900 SF OFFICE·/ 21774 WHSE/MANUF EXHIBIT ART ADDRESS:· f 1945 KELLOGG-AV_J. ·CONTACT PERSON/PHONE#: MW/GILPV· 910,.. 377 7 SEWER DIST: CA WATER DIST: CA INSPECTED BY:··. ----------------- INSPECTED BY: DATE ·INSPECTED: ____ _ DATE INSPECTED: 2. \ 1... Oo/ z_ a -:J P)p 9s--J APPROVED DISAPPROVED APPROVED·_ DISAPPROVED =========~====~=F=======~===========-==========-========•===========••••••a=== • r --· .. :..____,_ ____________ _.;,;..__ _ __,,,_ __ _ t. FINAL BUILDING ~NSPECTION DEPT: BUILDING ENGINEERING· FIRE PIANNING U/M WATER PLAN CHECK#: CB950279 DATE: 01/31/96 PERMIT#: CB950~79 PERMIT TYPE: INDUST PROJECT NAME·: -25674 SF BUILDING / 3900 Sf, OFFICE/ 21774 WHSE/MANUF .EXHIBIT ART ADDRESS: 1945 KELLOGG AV CONTACT PERSON/PHONE#: MW/GIL SEWER DIST: CA WATER DIST: CA INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED COMMENTS: l FINAL BUILDING INSPECTION DEPT: BUILDlNG ENGINEERJ;NG PLAN CHECK#: CB950279 PERMIT#: CB9502·79 FIRE PLANNING PROJECT NAME: -25674 SF BUILDING/ 3900 SF OFFICE/ 21774 WHSE/~F EXHIBIT ART ADDREss = Cf.9_4 5 __ KELLOGG-iv .· 1 CONTACT PERSON/PHONE#: MW/GIL SEWER DIST·: CA WATER DIST: CA \ v ' 01/31/96 / PERMIT TYPE: INDUST / ==============-==-=====------====-==-=======================3================= INSPECTED~ BY: I INSPECTED BY: INSPECTED BY: DATE 91 INSPECTED: 2_:--Z-1/J APPROVED DATE INSPECTED: DATE INSPECTED: APPROVED APPROVED DISAPPROVED DISAPPROVED DISAPPROVED =========•=~================zaa===============-=========•=============••••a=== COMMENTS: I------------------------------------------ ,-MAR.28.1996 8:58AM HAMANN CONSTRUCTION HAMANN CONSTRUCTION --:E:::==:::: ac.n~ Con/rtJC/ipg t.! Deve/opmMf~==:==--. LtC#:!7a142 <175 W.1;1RAOLEV AVENUE, EL CAJON, CA 92020 PHONE: (819)«0-7424 FAX: ('1!1}44D-191, City of Carlsbad 2075 Las Palmas Dr. Carlsbad, Calif. 92009 Re: American Rim Supply 1955 Kellogg Ave. Carlsbad, Calif. Exhibit Art 1945 Kellogg Ave. Carlsbad, Calif. To Whom Concern, February 6, 1996 N0.600 P.2/2 The connections .and fittings for the Main Electrical Services on the above projects was done as per manufacturers specifications. Sincerely, {k/~ Carl Seuss 2992 ,E. La Palma, Suite A Anaheim; California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 COVERING WORK FOR Si··rE ARCHITECT k., _ _ · ·p_1JNe·r11 \.IJ t t.o, JJ(.) i). <. M rr I-'- ENGINEER -, -4 Ki...\ /? AJ <:, t tdt:. t, fl..; Al ( - • CONTRACTOR .-1 tJ/ Cc . H /: ('1 r. 0. N . . -'tJ;°"f (2_ - MONTANA Testing & Geotechnical, Inc. FIELD REPORT AVAILABLE: SOIL REPORT (Y) (N) APPROVED PLANS)(! (N) A f~17f?(7' .1 FOR WEEK ENDING i //,I/ c1 5' ~ ' -. d I Jt.1<.. REPORT NO. '· PLAN FILE NO. ·SUB-CONTRACTOR 5/(; Pf w l~ (..:0 t ,v -~-PROJ'ECT NAME Atn~R..i(Ei.N 888 Rancheros Drive, Suite E San Marcos, California 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 SPEC~(N) APPROVED SHOP DRAWINGS (Y) (N) tRJ, NO, <'I CJ<./ ·) . { ot. ) -o, ,., PG \ OF I !PERMIT NO . ? ~---• .,,_ ., 65 J (<,;.; /V; /r;F G IL. INSPECTION ADDRESS 5 /J ri e ,---: ADDRESS OF PROJECT-··(r-r--;· f:_· :: ( (.·, G(;J (fl fl • -· t1 A 0 ----,... _\j,_ ---,l, . ~ (;,;_ ~ :~· •. ::i ,(.(~..., .. F\EPORTING REQUIREMENTS: ICBO FIELD INSPECTION· MANUAL/ MTG SOILMANUAl MATERIALS USED (TEST REPORTS): A. . .s· . w i> 1 • I -0 t; \..-\ 8(. ·-~ e C. > REMARKS, INCLUDING.MEETINGS: ( I ) ,n i' . \ _ . ts~Tw~ .> ./""J ,, /0 ~EATHER: .DEFICiENCIES CLEARED: UNCORRECTED DEFICIENCIES, MISSING RF!/ CO, ADDITIONAL TESTS REQUIRED:· TIME START: 9 ~. C) Q TIME FINISH: SAMPLES TAKEN TESTS REQUIRED ···- -/JA AUTHORIZED BY: I hereby certify that 1-have observei;l--the work listed.above and that it complies-with the soil investi'gation recommendations, and / Of the approved plans, specifications and applicable sections of the building code, unless otherwise noted. II I g /19~ ) Date of Report Certification Number l. Rev: 5/95 2992 E. La Palma, ·Suite A Anaheim, California 92806 Tel: (.714) 632-2999 Fax: (714) 632-2974 VERING WQRK FOR M:ON"TANA Testing & Geotechnicctl, Inc. FIELD· REPORT AVAILABLE: SOIL REPORT (Y) (N) ·.APPROVED PLANS~ (N) . ARCHITECT ;_,,, -·· 'I\, , . f....c /VAi[:: Jtl i'_·_ .)Mnrl Ji'r!l.J'.'.1f:-(Ti FORVvEEK ENDING II/! i./., ENGINEER- .·REPORT NO: CONTRACTOR .PLAN FILE NO. 888 Rancheros Drive, Suite E San Marcos, California 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 SPECS ,([(NJ APPROVED SHOP DRAWINGS (Y) (NJ PG / OF / PERMIT NO. 9 ! "" 6, '"j ) .SUB-CONTRACTOR _ ~/(/ · ~..,cLD/1,;1 :·-_ INSPECTION ADDRESS ~ PROJECT NAME· A1'>':E~1CflN f!., /VJ l1 ,., 6. ,.,, 4f"i, ;e ;PORTING REQUIREMENTS: ICBO, FIELD INSPECTION ~AN UAL/ MTG SOIL MAHUAl MATERIALS USED.(TEST REPORTS): 4-.NS. YI, 1' --'7 01 A tS '-M,_,,~..:r1.A.O L WEATHER: :t:t,..1 o,~ .:.>(t ... ..s '7 {) ·• . .. , , DEFICIENCIES CLEARED: /' / / _ II · · ~ t.:X.J..i -Ui"\ {M<;k6 f7 '--3- SAMPLES TAKEN TESTS REQUIRED AJp, ·- UNCORRECTED DEFICIENCIES MISSING RFI / CO, ADDITIONAL TESTS REQUIRED: / ;/ (._" • n , ~ , r J:1, Yl I -· _ £.eAi.., ).r-J.?~e l'G'"'f,r. ·~ J 'I , ':) ;/ ,· I Ah ~ Jd . " .,'l " • td TIME START: ! • 7: 0~ TIME FINISH: / Z , ' .g 0 AUTHORIZED BY: /{..,,"'{ ~ ...,, 1 h·ereby certify that I have observed the work listed above and th_at it complies with the soil investigation recommendations, and / or the approved plans, speciffcations and applicable sections of the building code, unless otherwise noted. II I r /199 r 11 i ,, (.u.,ed) Date of Report Certification Number Rev: 5/95 -MONTANA Testing & Geotechnical, Inc. 2992 E. la Palma. Suite A 888 Rancheros Or., Suite E Anaheim, ·cA:e2806 San Marcos, CA 92069 Tel: (714) 632-~ Tel: (619) 735-5060 ·Fax: (714) 832-2974 Fax: (619) 735-8979 CERTIFiiID REPORT OF ULTRASONIC EXAMINATION c.t..,i.t WSf' -.i:;;'' ')[. 7_,;" HAMAAi>..I O:ni,:,lant '-•'-Tra~ucer ;2.~1:. · Mi,. .. . Cleat · Test Block., l).£". c. . . .. . .. , ................ : Method Used 71')':J ~JJt::~O I ... .. :.J~ Project Name E;<:rBTT ,9R, . . Surface O,ndition Sens~tivity Level Job f-oreman i-106 '95· ,;J/,71 CLC:Al\.l 1/0 T)l,. ~0:\.' FSJ.J Job Site l..oc2tion )11/5 /(J!=t.(.tQ':;:, -"= -~'1 Y.i-OJ_t;' -TypeofWoix Scan Level Specification 4vv5 I) J. / . CJ New O Repair l/6 I"\).. IQO.\' r:"5H · Type of Defects Code: • LA-1.amination U.,J.inear Indication · C-Cracb P-P.orocity NF-No!1 Fusion-S-Sl:ig OU?~-Specify P/NOR ~cc rub DEFECTCOD~ P/NOR ACC REI DEFECT SIN SIN CODE/REMARKS 147.~ ~ f; . . 1/ ,·'Ta'\t' 'll ~,,i. . ,-.:1 .;:. l .v ,,.,;il." ' h~i & ,/ ·..--,J(' ,;r /t~ NI-/~. IJ.Jil'.i DS, : : l. • i ' .. .. . . . . . .. ~ ··- . ·-. ' ' ' . - I ' ; ' ~ LEVEL]L CLIENT SIGNATURE .. ..,_t - 2992 ,Etla Palma, Suite A Anah~im, California 92806 Tel: (714) 632-2999 MONTANA 888 Rancheros Drive, Suite E San Marcos, California 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 Testing & Geotechnical, Inc. Fax: (714) 632-2974 FIELD REPORT . COVERING WORK FOR . UNC.t f.,ff AVAILABLE: SOIL REPORT (Y) (N) SPECS,.M (N) ·tE IN ~oP-t., E C APPROVED PLAN~ (N)· APPROVED ~HOP DRAWINGS (Y) (N) . ARCHITE9T S (t."" <-e 5-r 1 ~ 'f.JGl{p. 6 E fl FOR WEEK E.NDING tJfn/1 r IPRJ.N;29'-/3 .. / ~ \JJ·, ENGINEER ·. Ho KO wtf.--Z-"'\~ti La fl (NGtNffl-REPORrNO. I . PG f OF, . 'CONTRACTOR· . H .0 (n ~ q rJ &I c_;, IVs -:ra. PLAN FILE NO. irERMIT NO.'j 1 O .)•01.: I SUB-CONTRACTOR t-tA ("1 mo tJ o PROJECT NAME c.. /1 . T . . /(/ ( A//.,:1}" (/'-l IL.DI JJ (;. INSPECTION ADDRESS 5AI'\~ ADDRESS OFJfillJECT o--r--_ . . .· -~t.·. . _lJ -~L.; .. _-/r!;.f! LJ.~2:.J~'G'J. ( VJ ,t,1.JBA n ) -- REPOR1ING:REilUIREMENTS: ICBO FIELD INSPECTION ·MANUAL/ MTG SOIL MANUAL · MATERIALS USED (TEST REPORTS): . i • n r. C. / ~ l 1.. ( . . . 1 't'l ~ \A e,t.. \A 'O '-.;, "' EQUIPMENT/MANPOWER USED: I hl\S•.s'1-4En.., . I La eo n...o n_ ITEMS OBSERVED (DETAIL NOS.)· -:'.> .~ . : I ~, N r <,)ftc.£ ·ME. NT REMARKS, INCLUDING MEETINGS: ALl ~' NFoa.lEMENT ·l1A ~ :8E EN fi.o fet2-LV WEATHER: 7 C) C. _s:-~ I\J N1 sAMPLESTAKEN ,, ~~-: r or: -rHecc · r6 r.J~ tE '-i ,a C. ~ ~'{'-'Nt:t./U- TESTSREQUIRED · u 8 cs _ f~ -6 c.r Sffoh(A;Ji _Dtl'IQIE~CIES CLEARED: _UNCORRECTED DEFICIENCIES, MISSING. RFI / CO, ADDITIONAL TESTS REQUIRED: TIME START: TIME FINISH: :3q AUTHORIZED BY: I hereby certify that I have observed the work listed above and that it complies with the soil investigation recommendations, and / or the·ap roved plans, specifications and applicable sections of the building code, unless otherwise noted. I I I O /199 s- Qate of Report SI c./.1 I (1"<.8 °~ Certification Number Rev: 5/95 2992 ~-~La Palma, Suite A Anaheim, California 92806 . Tel: (714) 632-2999 fax: (714) 632-2974 COVERING WORK FOR ARCHITECT ENGINEER CONTRACTOR -MONTANA Testing & Geotechnical, Inc. FIELD REPORT . AVAILABLE: . SOIL REPORT (Y) (N) REPORT NO. ( . Pl.AN FILE NO. 888 Rancheros Drive, Suite E San Marcos, California 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 SPECS (N) APPROVED SHOP DRAWINGS (Y) (N) PRJ. NO. :211' s -/ ~-- PG ( OF f PERMIT NO. 0 ,r'"' i"I .-: .,. /.>., V 't'._ 71., PROJECT NAME c /( It 1 /Jr "R.:f'I ~, REPORTltlG REQUIREMENTS: ICBO FIELD INSPECTION MANUAL /MTG SOIL MANUAL ,. MATERIALS USED (TEST REPORTSj: AWi -0/. lJ !P Ullc.. {J_A,L( hi ;II((. P/4/JU.A L EQUIPMENT/MANPOWER USED: WB:../)6 ,e__, /1Afi.K SfL.GelAIL ~-·67ft· L k~u.J All ~1,mtJJJ t.f {' /; £txe:t _£ :I' f.,,11-:_tl:L-.{) ITEMS OBSERVED·(DETAIL NO(iiJ .-, . ~ ~ ,.JE:. t--er, .-'ils'-1 . . . 1 ,,,OUE...t ~ Mi S'.f tAJ.'1 /£~BE Ca hJt. ~2..} ~ /IIU.ft~IG EMfit:t.S e.Ft F.o {',.__ j_ r= (J) 1'1i (i jt,J' -, I,,. , l:f'II j¾[:ft {J I , r,,-, f;i w 1~ Z {lf I {g1t-j {t_ \ . LOCATION OF wo7,; ~IIEL --I 9 (!1) 1'.;, ,-JI,.; I.. JI (1) /g./;-9 ~ 611tt. *' 9 i r: I tf!!'! :-. REMARKS, :INCLUDING MEETINGS: . ~f FI l.J E-i.J<.1Ef t/-lti'E LP <.ATt~ tJ r . A'--t AF All-'!: .-1-f • je_ t (..t I, t?-_Q AS A ff<ovc D·. {J~ et-J61Neee-. A<-'-woLJ<... .A. II.IQ LtJ d l(.,fGmA 11.1J_H l f._ rl .,(} ~ 1/c'"'ii rJ .••. r---... 7."· /I.,, "' ANLi ~..£ /:.~~e.-mtc..A 1 . W l , i'. t.:.A ,.., _!2. t 1,J· A Pfl..Df~---,·_£:-, I) rv A: t_ /1'].A/,V,t/mt., 7 7t?c /1/?,/) SAMPLES TAKEN 7()-A ------WEATHER: - TESTS REQUIRED .DEFICIENCIES CLEARED: ---· UNCORRECTED DEFICIENCIES, MISSING RFI / CO, ADDITIONAL TESTS REQUlfiED: . - .. TIME START: /;L/ I.JC R;,t\. TIME FINISH: / .. '-·oo n.A-\ AUTHORIZED BY: )I£ ~ . . .. ,. . . -. I hereby certify that I have observed thework listed above and that it complies with the soil investigation recommendations, and / or the approved plans, specifications and applicable sections of the building code, unless otherwise noted. -(~~~~.~---~ II I "I /199 \ 4il11 (;[£a'~ < S,"1'!ature ,.0 Date of Report Certification Number -~ Pririt Name / · · Rev: 5/95 MONTANA 2992 E. La Palma, Suite A Anaheim, CA 928Q6 Tel: (714) 632-2999 Fax: (714) 632-2974 REPORT OF CYLINDER TESTS Testing & Geotechnical; Inc. 888 Rancheros Dr., Suite E San Marcos, CA 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 CITY OF CARLSBAD-BLDG. INSPECTION DEPT. 212175 13~8 PALMAS CARLSBf-lD; C~~ 9f::1Z11Z19 CLIENT: HAMANN CONSTRUCTION. -. .. ·---- RECEIVED · DEC I 11995 CITY OF CARLSBAD NGINEERING DEPARTMENT (DUPLICATE) PRQJECT NO. 29Lt3-··15 PROJECT NAME:EXH I BIT ART OFF I CE BUILDING PROJECT ADDR. e~flLS.B.QD.._ _______ _ BP/OSA NO. -~--~ :J PLAN FILE NO. ----. -SET 55Lti. AGE DATE NOMINAL ACTUAL AREA LOAD STRENGTH TYPE OF ·LAB NUMBER (DAYS) . SIZE (SQ. IN.) (LBS) (PSI) FRACTURE f.) 7 Nov 15 faX12 28. 4-6 E.,000l21 211218 B 28 Dec 06 6X12 28.4€, 96500 -43:S~ HC 28 Dec 06 !J.\. l;?.10 SPECIFIED STRENGTH ~~~~:) PSI CAST BY RLR ON 95. Nov. 08 DATE RECEIVED 95. No V. 09 ,LOCATION RETAINING l,Jf'~LL, STEM Wf4LL~ SOUTHEAST cm~NER 1]! f4 CONCRETE SUPPLIER NELSON / SLOAN MIX t,1O. 65~:ii::'. TICKET No.~340904- WATER ADDED AT SITE AUTHORIZED BY SLUMP a. 0 IN. REMARKS DISTRIBUTION (3) ·TYPE OF CEMENT 2 MIXING TIME 138 MIN HAMANN CONSTRUCTION HOROkHTZ -TAYLOR ENGINEERING CITY OF CARLSBAD-BLDG. INSPECTION DEPT. AIR UNIT WEIGHT CONCRETE TEMP % PCF 8:~ ° F AMBIENT TEMP 7121 ° F ADMIXTURES l,,JRDA tS-4 Respectfully Submitted, COMPRESSIVE STRENGTH: DcoNFORMs DOES NOT CONFORM D Ill .. . STElNGRABER AND ASSOC. TEL N0.6194580910 ,? PROGlRESSIVE IMAG~S IN ARCH~TECTURE l~NID PLANNING 24212 Sargeant Road Ramona, CA 92065 (619} 789~3269 / Fax (619) 789-2915 ro: HAMAtJN uttJsrt. ATTN.: J~e..-&. Dec 7,95 12=24 No.001 P.01102 Date: Job: WE ARE SENDING YOU Z-TOTAL SHEETS (INCLUDING THIS COVER SHEET) THESE ARE TRANSMITTED: Cf O FOR APPROVAL O .REVIEWED AS NOTED 0 RESUBMIT COPIES FOR REVIEW • FOR YOUR USE o RETURNEDFORCORRECTIONS O SUBMIT COPIES FOR DISTRIBUTION • AS REQUESTED 1\ · O FOR YOUR REOORDS ' O RETURN CORRECTED COPIE~ o FOR REVIEW AND COMMENT 0 REMARKS: COPIES TO: ___._ ___________ _ ---------------------:-·: SIGNED: ~~~J2.--:lf;._;_C£=-------- PLEASE NOTIFY THIS OFFICE IMMEDIATELY IF ENCLOSURES ARE NOT AS NOTED ! f ' ' - STEINGRABER AND ASSOC. TEL No.6194580910 Dae 7,95 12:24 No.001 P.02102 . I. 6194408914 ~MANN COHSTRIXTlO!·~ 191 P02 DEC 07 '95 09: 42 uill ~ ~ ~ ~ ~ r.,-· ,.-n,.t.,X P.....'"rr~e,l \0 p\0(X(.~NJ_ i ' I '--" '-..__.. :S ~" ~ S' ~o...-W\~-S'ro~ tlod'\,N< ~l.c '' o.c... o~";:,.@. s1.cw--~ ~ ~oi -tr~ :W~-..... -. . .. . . ............. ··-... ·--·--.. --,... ... . . ..... . . ~ l. 0..o..U-~~~~ \-·····::.,.,.,·,.•:.;.. ,. . .. .. .. . . .. :-... ; . :.:.. . '· .. ---·--·-· -·--···-·--~·Ph .. ''.T .... _.._ d--t°' ~o... -r..,~c.K ().. \ta,..c.~ o J. 'T"'o ~\J h . .. ,.:.·\ ( \ . -~ •. J4; ••. l).... ~J...oJ-~ ~J.>JV.J--""'~ 4:.t.Ob ..... ~--·-··········--···-····•·•~fl"--·--·-··-~···--·••• .. 00 .. 0 I • O• ON ........ ,u ... , ... O •• 0 I t ~~~b~ ~-\, *'~ It -~ . ·,~ ' 2992 E. La Palma, Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 -MONTANA Testing & Geotechnical, Inc. FIELD REPORT 888 Rancheros Drive, Suite E San Marcos, California 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 COVERING WORK FOR AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) (N) 11 ___ .,....__..J:..::J~~~....Ll~~~~~4--_:il~r;&:::!!,,_ __ ..:.._-J.:A;PP:_::R:::,OV:_;ED:_:P:_:LA;N;_S !:~):._::(N:.:!_) ______ ~AP~P;:RO:;VE=D.:..SHOP DRAWINGS M (N) ARCHITECT . FOR WEEK ENDING ~ ? . PRJ. NO . . 2>0 ,1S ENGINEER REPORT NO . PG I OF i · CONTRACTOR . PLAN FILE NO. PERMIT NO. q SUB·CONTMCTOR PROJECT NAME INSPECTION ADDRESS REPORTING R~QUIREl\1ENTS: ICBO FIELD INSPECTION MANUAL/ MTG SOIL MANUAL MATERIALS USED (TEST REPORTS): • lu!.-l,'1.t" EQUIPMENT/MANPOWER USED: ., ITEMS OBSERVED (DETAIL NOS.): ·I J.i ,_ I I '3. i ?.3.:i.l B, 2 i!.!:j ~~~7 LOCATION·OF WORK: I ,,r"t.Jn., C:1>', A .. t.. -J -_L _L -1.A ... r-,-n., I ,. REMARKS, INCLUDING MEETINGS: ·~o-n:.keL s J.. ~-p .~-A ;;p,,,.A•/.;,,·. . ,e h ti',,,.. t:~--~ no ,'.,,, .J.vr-d,~> -s i u.JI I ~,- I I . V l 0 d:,l,.']A.,rl!2]~ ,u-1:,('(.,t:: ~-k.L " SAMPLES TAKEN --WEATHER: p,e. TESTS REQUIRED - DEFICIENCJES CLEARED: - UNCORRECTED DEFICIENCIES, MISSING RFI:/ CO, ADDITrONAL TESTS REQUIRED: -- I . J . . -.. . . TIME FINISH: 15 ; i,1;) lf-. )IQ!)~-TIME START: i'~ : '-""t> AUTHORIZED BY: .. ... .. ----... ···-., ......... ·-..... '-" I hereby certify that I have o~served the work listed above and that if complies with the soil investigation recommendations, --·-... .. .::.·. and./ or. the apprQv_eg p!ans, .. SPtC1fis;atjQDS and ~pplicable sections of the building code, unless otherwise noted. ... ·-·-·---··--~-.. _..,. ~ --. 1 I")../? 1199.5· Date of Report lf;t,4 6~ 4 S,:4> - Certification NW:er D l f Rev: 5/95 2992 E. La Palma, Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 SUB-CONTRACTOR /, INSF>"ECTION'ADDRE~S -MONTANA Testing & Geotechnical, Inc. FIELD REPORT AVAILABLE: SOIL REPORT (Y) (N) ·APPROVEp PLANS ('~) REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL/ MTG SOIL MANUAL MATERIALS USED (TEST REPORTS): . Ae:ZY4 461',s'"" &..fix:-60 I 'ib0 ~ J • UNCORRECTED DEFICIENCIES, MISSING RFI / CO, ADDITIONAL TESTS REQUIRED: ~r:21.$4 ,,-/4141 -,?tre2A'd/'5 TIME START: // _:, ~() TIME FINISH: .</: ~D AUTHORIZED BY: 888 Rancheros Drive, Suite E San Marcos, California 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 SPECS (Y) (N) APPROVED SHOP DRAWINGS (Y) (N) I hereby certify that I have observed the work listed above and that it complies with the soil investigation recommendations, and/ or the approved plans, specifications and applicable sections of the building code, unless otherwise noted. ( Print Name z::IL~ ,r/42,~ ~_:----I d< '/ /19~ Date of Report 6?67-( Certification Number 2992 E. La 'Palma, Suite A Anaheim, Caiifornia 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 COVERING WORK FOR 3Wc:JVR:AL -MONTANA Testing & Geotechnical, Inc. FIELD REPORT AVAILABLE: SOIL REPORT (Y) (N) STIE£L "'tJb \~EL.Dr ~Jt=, APPRQVED PLANs@(N) 11..,.-'------------ARCHITECT , FOR WEEK·ENDING 7 lmAC:?l:..S IO --5 ENGINEER REPORT NO. CONTRACTOR PLAN FILE NO. PROJECT NAME ADDRESS OF PROJECT C-Aets c CA · 9 5 REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL/ MTG SOIL MANUAL 888 Rancheros Drive, Suite E San Marcos, California 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 SPECS (Y) APPROVED SHOP DRAWINGS~N) PRJ. NO?.. CJ t../ 3 -0 I 5 PG OF PERMIT NO. ~J) oons VRE r~ roe. s1~ LEN<a~,, L@TlexJ /\Jo tZ>-rttE :BfSf: oF pY KN'.)l0Ui..Dsi~ .ft~ fga t::>F VtSrfiE ll;fEC1.S 1 UNl.fSS A >ortcD .. , DEFICIENCIES CLEARED: SAMPLES lAKEN TESTS REQUIRED / UNCORRECTED DEFICIENCIES, MISSING RF!/ CO, ADDITIONAL TESTS REQUIRED: _ _ _ ______:_ ~~ -. _ _ _ _ _ ..,. fl, . . . . i,_(AJr,.,1AJl{d.liv.GZJJ&r.JPiZ:::::l;J.c£VlJ)-'T-tft<.-m1asA6,1<::,AJ!f.b..-1=.r.r1.tS.£b_ g -!..'fs;[[Ex~\. J/6e~L lrJEE.T!f.lC:t (~NIE.) w Ric# R< u;f<.. otJ /D-!J'-5 TIME START: '/'b::JrrfYI TIME FINISH: :3t. _5 AUTHORIZED BY: Print Name I hereby certify thatl have observed the work listed above and :that it complies with the soil investigation recommendations, and / or the approved plans, specifications arid applicable sections of the building code, unless otherwise noted. /0 I 1/ /199 5 Date ofReport Certification Number Rev: 5/95 .ill I ' l 2992 E. La Palma, Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 ARCHITECT ENGINEER INSPECTION AODRESS -MONTANA Testing & Geotechnical, Inc. FIELD REPORT AVAILABLE: SOIL REPORT {Y) {N) APPROVED PLANS <1ilN) s 'REPORT NO. PLAN FILE NO. PROJECT NAME ADDRESS OF PROJECT LA. REPQRTING REQUIREMENTS: ICB!) FIELD INSPECTION MANUAL/ MTG SOIL MANUAL MATERIALS USED (TEST-REPORTS)A: . . ST'IY\ 5$ 3"x.L 11 • Yz...X8 ''x er'' EQUIPMENT/MANPOWER-USED: 2-kiELDtW~ Yt1ACtt1r-Jes1 I meiVuFr 1 2 ceer,i::-1t-D WE.W)ER:S, 888 Rancheros Drive, Suite E San Marcos, California 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 SPECS {Y) APPROVED SHOP DRAWINGS (Y) (N) -015 PG OF PER~NO . . '150'2..ry w.P.s. REMARKS, INCLUDING MEETINGS: . -I/=. . · uor5* t)u_ Com (blloE.c.no1JS Htrve. z-'b fefAt--1 AsrM/t!Jot;,. P&. c~r111£crl0/J, CknpLe;nr;.D We.rs \On£ tNstffflD -fu«.._ sic.'€.,, U~ni 1 1 o:::PTio0 A~:0 '° lttL ::3Jz<-r oF f/VIY KJJMUH::r..,g.. flt<,t. t:&i.E-o~ yf.5ft31.£ ,Il:m:r£ , I lNlff9::Z f$5[E'D . j AID@. 1i1...-r tit' ffl:/1/tL.. (tJ11/Jl1CTl()fJS /tJiJJ .C'J:1;,,,,t:rer;r.P UVL-675'S IJOrt'lD, WEATHER: /YlolQJ t!Jv,t:~sr -ScJn "j 1 .5, --go• . DEFICIENCIES CtEARED: TIME START: 7 ' {X) k;,,,t TIME FINISH: SAMPLES IAKEN TESTS REQUIRED AUTHORIZED BY: I hereby certify that I have observed the work listed above ;md that it complies with the soil investigation recommendations, and / or the approved plans, specifications and applicable sections of the building code, unless otherwise noted. ID I (o /199 5 Date of Report Certification Num~er · Print Name Rev: 5/95 . -.. ~ -" -.----·-. _,. ·----~---- 2992 E. La Palma, Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 COVERING WORK FOR .t:"tel d W.e L-d/11r.-e -MONTANA Testing & Geotechnical, Inc. FIELD REPORT AVAILABLE: SOIL REPORT (Y) (N) . : APPROVED PLANs(G} (N) :FOR WEEK ENDING :ARCHITECT r' If' .:_ ' , . d ;:::t_ .t"e. ~ <;; fl .1-k I M.i/..._,,. <;" /r'l -:::? 9' -'?. I';' ENGINEER llfJ.R ,~,' f'z / 7/;,/LtJ .If REPORT NO. 3 ·CONTRACTOR /. ,, PLAN FILE NO. HAM/.J.g,,,V ·SUB-CONTRACTOR 888 Rancheros Drive, Suite E San Marcos, California 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 SPECS (Y) (NJ APPROVED SHOP DRAWINGS (Y) (N) rRJ.NO. .:Z9r./73 -015' PG I OF i ,P~IT<r' -0 .t 7 q h-A. W//;~A,,._~p PROJECT~ , '/l;A/r A ,e-;- INSPECTION ADDRESS ADDRESS OF PROJECT fl_q}l7:'-7<.e1...L-;;G·2;1 CA/fL~Alln /99.5 ~e lLl)/4/2 C/1 £(.,SA A JJ ./ ., REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL/ MTG SOIL MANUAL MATERIALS USED'(TEST REPORTS): €,: 74/_b' Be.cf .. A-3~· .A/IT"B~ ..&#1',> ~Cd~ .ttt. -50<:J 6-e.. 7 /' EQUIPMENT/MANPOWER USEQ; Cetelibe./. p.)e-{.,ef~,,es J)/41.l /Ld..lJ611,;,cttrr.,;f:fj:: Zl-ZZ. ,_ I ,!(}?</, .> H4,l('cQ v~17..-,:s:: W-,-/f"·ro S4-vt.. Rc . .Jlf31C--v§'.C _ '7 3 .... .:z R6~ ITEMS OBSERVED (DETAIL NOS.): L'i)f/1& IY&it.d~ ¢'L~ZJ?' 19 "" S-/P tt.~ tt.Jd!.. S:: ~ L "4/ .5 LP 7 ,'¥.'1.tlt. ~-t:..'Cl / 7 . . . ,. LOCATION OF WORK: #e:l!!C.z::...4v/';,v,e... _£ e.d.e. i.., /.lt"'tt:.!f/UGt 7 L:&.(}_r il'dt:5.. / Cd:H.-U I REMARKS, INCLUDING MEETINGS: ~ 1..ch9,t.,,d../Pe, i/lS'.,'l:/1 " ,/,V :;:_fi:,J",,p;.,,, ac aE CA/?A/#· A.,,t-re-~ -/2) bb:A'-ed,: A'S ~~ ~--- Sc/red <'N. S::-9, A-7"' 7.~-GY,; Z'Z. .... & . / 3'-E~>-({;.-.6 Sls'-&£5' . 7 J . J /vt.(.,. ~.,_/,A:/ /tc'We.u:f' <:zo ,l.lj/ .&:r: $ ... 7,. > 4:.vp G-z,,,c . ;(~F Voctlt <Z&,t{/# . A-r z-c ;;, ?-t:!:·. ;, :7# r-1-c . £ 1.uek&-1..u"' 4.S:. A-11 .A~../:[!dl~ ecf. ,o~A,,V'~ -rf-,-' ~ec~-'i:::. .• 4:-'uz 1')/,, t._ .- SAl\'IPLES IAKEN WEATHER: 7 _oi CL-e,rf-~ .,ti;; I ~ '7C, 1'1!:!f" .s TESTS REQUIRED v.:r. ~r #.:,H~P/' eo.,,v,v. . DEFICIENCIES CLEARED: ,i.lA ~ J .6 , ·-- , 'UNCORRECTED DEFICIENCIES, MISSING RFI / CO, ADD-ITIONAL TEST&REQUIRED: et:'HA'e.d e;.~-c.,.::;....¼-,..-~ ... z::z--ae_..~e-c. -Gif!. ;i:l'JV-fi_/h7.?' ·"lJ2-'5.-.-;-e. .l,_ _/47: ' . -. .,,.........,._·-· :.£" -Al.o-A--~.r.:-, .. -7,::".H/s. -· .,")A-r & ~ ,, I TIME START: 7/0o TIME FINISH: 2:.30 AUTHORIZED BY: JI:#~ --J hereby certify that I have observed the work listed above and that it complies with the soil investigation recommendations, and/ or the approved plans, specifications and applicable sections of the-building code, unless otherwise noted. Signature· /tJ 12 7 /199y- Oate of Report • Certification Number ,/(/ctf4£D £-/1/_;rz:. 'Print Name · Rev: 5/95 2992 E. La Palma, Suite A Anaheim, California 92806 Tel: (714) 632-2999 -MONTANA Testing & Geotechnical, Inc. Fax: (71'4) 63?~2974 FIELD REPORT COVERING WORK FOR AVAILABLE: SOIL REPORT (Y) (N) }=1c.\c:.l we\c\i110\ 1n:spec..\\ cu, APPROVED PLANs@(N) ARCHITECT \3{v c.,~ s ·h:. l Y"'\ G.~ ,. b -e, r-FOR'WEEK ENDING lQ-"'2..1 -95 ENGINEER ~ j G V"IO.rd -1°'-4\or REPORT NO. (S) \ CONTRACTOR Ho.m~hn PLAN:FILE NO. NA ... Cons+, SUB-CONTRACTOR 888 Rancheros Drive, Suite E San Marcos, California 92069 Tel: (619) 735-5060 Fax:(619)735-8979 SPEC~N) APPROVED SHOP DRAWINGs@(N) IPRJ.N0'2 q 4 3 0 \ 5 PG I OF I rERMITNO. , · 956'"2..i q Sc>~ ~'"\ t,.:>~\cli-n~ DA# \.,)W+~crc.. C~.ns+ . PROJECT-NAME E + X~1bl0 A~+ w Ct'f't, hb \)l-<.. INSPECTION ADDRESS ADDRESS OF PROJECT lC\.4 5 kEllo~, Av~. \ct45 l(£LLoc&,e:. A"' REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL/ MTG SOIL MANUAL EOOIPMENT/MANPOWER USED: ""· -•. Cer\i-,·+\-ed>~\&hs: D9in\-e..\ \.:\ C)peycvtt -:It: DTL 1 '.P4-SMAw -M~i:.AAol~ \.ev-01; 5<)d.s. (,-6) L?G) s.~-6) 4:-~·'; SA ~-6, 5heo.rf14*eCon:ns, REMARKS, INCLUDING MEETINGS: · • · · . --1s~v\ e,~ ·9 pprc~ yl fli'1$ 9)-d: s-vec, t1'(.Q iiQ/1 s \(a-ri =¼ Cu-r~-t u.>Q.,\~ WEATHER: S UY\ny' DEFICIENCIES CLEARED: N , _ OYLQ.. UNCORRECTED·DEFICIENCIES, MISSING RFI / CO, ADDITIONAL TESTS .REQUIRED: No/I.fl_ TIME START: TIME FINISH: ,S 3_? p M SAMPLES '!AKEN TESTS REQUIRED I -J._,.(, f ~ AUTHORIZED BY: / '1_ .).., --1/tT'~ I hereby certify that !have observed the work listed above and that it complies with the soil investigation recommendations, and/ or the approved plans, specifications and appiicable sections of the puilding code, unless otherwise noted. JD 1--i .. S 1mg 9 5 ~3"1 C(3rf c..f S-~"' D1('.~o> Signature ':ls \0\-'.~ S. ::£ \ ~L>)e(" Date of Report Certification Number Print Name Rev. 5/95 ~-'2')" ___ ---. ~~L. , .. · .,.--. ·t· ~ ~ $TRIP 1 J.Oory!~5X· f j .So• I ~: ·-/.- ee.~. u ·----, ' \ \\ \ \ \ \ ---· --~ ... -· ,--- ,·---· i I ! i : . ,,.• -~ ..... ;..----i ~~ \ . \-· \,, ~t ,· .. ,;.:; ! /-: -_;;:;~-'/ .. ~:., '--~ . ; ,--.... t, ........ ·. -! ; ...... , •. --<~ }.~ ~: . .:f:"i\ . · .. ·-,;· . ------ .. --------......_ . ,'y--. Sdt::>tJi-'..cC:ic= . -/·---,/ ' ' POOR QUALITY ORIGINAL S -MONTANA Testing & Geotechnical, Inc. FIELD REPORT AVAILABLE: SOIL REPORT (Y) (N) APPROVED PLANS (~) REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL / MTG SOIL MANUAL MATERIALS USED (TEST REPORTS): /!e?Yd 46 /s &"'LK -60 , i4?6 cJ • UNCORRECTED DEFICIENCIES. MISSING RFI / CO, ADDITIONAL TESTS REQUIRED: t//1;-ll-St..· r /«::>1,J -"<<:e24V<--S TIME START: //; _Jiu TIME FINISH -</: ~ D AUTHORIZED BY 888 Rancheros Drive, Suite E San Marcos, California 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 SPECS (Y) (N) APPROVED SHOP DRAWINGS (Y) (N) PRJ NO c2 9-9'-3 -~/ - I hereby certify that I have observed the work listed above and that it complies with the soil investigation recommendations. and / or the approved plans, specifications and applicable sections of the building code, unless otherwise noted. ~5 I t:fl '; /199.$ Oate of Report 6?67-( Cc,1ilication Number ( Print Name h ~ z_d fj5 E" (Jl..'-\/>U .. '( . \!)" -?P~P . vJ/ f'oL-lf .,.;.M-t,.. ,.:.. 'Pf'l--zA~ ~fo't y 2 '• W / 5 ., ~,;el?· ~-Q \ . '{»Of 4:t +5 . \J . ·LLl .' ' .,,.... ~ ~ . ~ "·. ·~)r;, i' ;{' '----~.,...::...!--...- . -'I,' • !•, f.1• ·~ ·0 L-.@. [J:) j• , .. ;, .. . ·.\ . ' . .,,.,,.•' # 5.Jer:ti . , ,. ·-~-~~ R~;f ~ ,"--·---. :·--:··1 . . _·. . . 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J ·.. _____ ; ·-r,p . ·11p~.--' . .'·:.-,·'j.:" ~-~~--~: .': . , ,---1.. : ' ... · · .. ...; ·""O i. ; . : . . ,_. ; /'·1 ! --~: :_ .. . l .:, ! .. :,, l , ! _, , -I_J . / -<f1 ! G. . . fJ . .:~tl_ ______ -4 .._I, J 0·· fr, s~triJ~~ PNL.../ n t> N'=L ·. , 4 · .. -·---;--__,...-~--,----. . I . ·\ . \,· ·!'/ •' ··;,," . ~v ) ~/ 'if? '·. VJ\, • ,. / ' .,> / 'L· 1 \ .r .,) .. \:·· ,-ip \ v i~y-1 ~ A__ _,J \ ,. p ':i"') '-~) -{ <!/ ('' \ ')"'-'"' 'l°'\ j: > .Ji I ,._ ! _..,,. 1 LI. i. ··,/ ;.1 r/ 1\J CC>t--ic. : . .-~ :.:· . . · .. I ' ! i-. i I '· .. :·>. '" '·· ~ ~' _., i:;.,.,,J;; ,. _,,.:; ' ...... I I I I I I /. I _;,~ ,,. I j .. -·--1-•·~· \ ·~r· ~~--_.i, .. 1::.:11 ~,,..,,...J \... : -• ~----·-·-··----• • --H ,•: ~ l· t' •. 2" . CONC. f'ILl::ED. IAfl'AL· ·f.'AN, TREAD & . METAL RISER ~ PfR ~or,, • : f .,%.i~,.:.i !,: ,. ARCH .r:f. . . I . t;.~f.-:f-~:,., . ~ ... .e-::-~ -"#f;,fe. ·La Palma, .Suite A _ 4 ,4nah~lm, California 92806 · ·. Tel: (714) 632-2999 Fax: (714) 632-2974 COVERING WORK FOR ENGINEER INSPECTION ADDRESS -MONTANA· Testing & Geotechni~al, Inc. FIELD REPORT AVAILABLE: · SOIL REPORT (Y) (N) APPROVED PLANS ~N) . 5 REPORT NO. · PLAN FILE NO. 'PROJECT NAME ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL/ MTG SOIL MANUAL 5 I/ II .L ~ II .. ,, Ci ., 3 X • 12-Y.B >< 1 .. EQUIPMENT/MANPOWER USED: 1'J IFr LOCATION OF WORK: 1 . . '£EM It- 888 Rancheros Drive, Suite E San Marcos, California 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 SPECS (Y) APPROVED SHOP DRAWINGS (Y) (N) PG I OF PER~NO. M . '150'2-·, w.P.S . REMARKS. INCLUDING MEETINGS:' -If:. . . • won:.J;: Au · Com (b()OfC.i[m.!5 HtrY'E z-~ Reff!&; Asr111AIJQ!a I' PM._ C~TJ/1€CTIOI/. Cwero ldwe~ UBE-,. . oEsl!/?-Vfl) foi2-~ffiR... WEI.Dr~ "fl;'o:;£DOf4$ ,Q,ti Tl-Ct:INIWJ!f S. 0:m,PL.e.Tia:> ~re "-lf€£. tNsPE~ fp~ Sle;,-E,,:L.e~n1 1 1 cx:.i:inai:J A'i-j'Q 'lo lt:tL :3Jz<:-r oi= tMY · TIME START: ft~ ~ TIME FINISH: SAMPLES lAKEN TESTS REQUIRED AUTHORIZED BY: I hereby certify th~t I have observed the Work listed above and that it complies with the soil investigation recommendations, and/ or the approved plans, specifications·and applicalile sections of the building code, unless otherwise noted. ID I 0. /199'" Oaie ofReport Certification Num~er Print Name : · fJ 1:::;-Rev: 5/95 v '-Kev::Jt'j':J ... --~----· ;---...,!... ____ _ -j---------.---- ----.---,-----:-,_.;_.....:,__-:----:-----:--- ~~:.~----+-·r· -... ' . l. , I i ··1-~. --17---+--t-----r/-r' , + I 1 i -1 I j I ! ' J I -7---+ I '1 1 . • ! I I . ! ! I i 1_--j'---j--1,--:-,-t !---'--1 i I I i ' ! I i--1---t-----J 1 ! I j I I ! i ! ·1 i -, ~ , . ! I I l l I i ! --~:--i_--t--,-r-~r-1:.::i f-+ 11-15~ 1"~ ~le,f,n~fna--~~-'-i0e;r: · -~ ! ~-fii '~1 : i 1 . 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FIELD REPORT 888 Rancheros Drive, Suite E San Marcos, California 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 COVERING WORK.FOR AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) 5WOVR.:A-L STl'c£.L t<-;tJt> \AiELDr IJt::, APPRovED PLANS@ (N) APPRovrn sHoP DRAw1NGs~Nl lmAG:r_E_S ___ ~----+f-OR-W-EE-~-Ei-Do-G~~~7----5-----,--=-::PR-J.~NO_?-_~_Y_3 ___ o-=-,-5--11 ENGINEER REPORT NO. PG / OF CONTRACTOR PLAN FILE NO. PERMIT NO. PROJECT NAME ADDRESS Of PROJECT C-M~lS DCA REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL/ MTG SOIL MANUAL MATERIALS USED (TEST REPORTS): _ _, ~ I/ ~ , / 1 ) • , ; ' As:roo A3~ AN~LE--2;/.Z..-f-/4 J 5x-31/z..· )( y'Z., )0 ti.ATE.~ Yz.)(8",(cr', 1/z..)(8,,(15 11 ~. :flsrm A 7 Dla ttEM; -&. EQUIPMENT/MANPOWER USED: . 2, ¥-IELb\\-Jb YV\AC'l:\INFS , .2 CE.e.n Ft En hlE-\..DEBS .. E~.5: E?tl-11 (~~-2.,1) Ci:tnf3.Mtn klf<DS ~ JN'5fCll:,D .roe StU:,i Lf-t:¥::l\~,, l.,.ttftTb'J AvD JD 11-IJ;. fR5C cf= fYY \\l':lQtuUtt:§ AR£-ti<££ c;F VtS16:.e lef£CiS, UNl!S5 ">oreo. ,, -wEATHER:SvtJ~ 15 -go" SAMPLES lAKEN TESTS REQUIRED / DEFICIENCIES CLEARED: UNCORRECTED DEFICIENCIES, MISSING RFI / CO, ADDITIONAL TESTS REQUIRED: TIME START: Prinl Name ' ----~ ~~. ~· TIME FINISH: 3t _5 AUTHORIZED BY: . .-,.·t,•'' ' .. I hereby certify that I have observed the work listed above and that it complies with the soil investigatioliJ~ff-1> and / or the approved plans, specifications and applicable sections of the building code, unle~s ~Wt~; /0 I 1/ t199 5 Date of Report -~ ~ .. '---""·~~ ., ,· ,_ ' --' ! ,_, . • "C ~--l •• ! l !" l I .. i ' I ) l L I .j. I !----+---'-----+-+·· -1-----!---+--+-··-... -'.-------i 1 I . I 1'. i ---s~-+-----':-'-'--1-. ~,-· -I I . ' I I -1--':r . l !- _ __,___@ : ~-, , _ -1-L1:?"_l_1 _ ! 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Ce.<Zibe:L wc:?4¢S: J),d,v ,#tfd6,'ifaCUL;r..#f: PT4 La>~, H#co, v~'b9'45 W.-/J•9t> LOCATION OF WORK: J/e~4Wl'-:v~ Ae«< '--r£'&f/114t ';I tf'dae iTiu.15 r c4..v.#, REMARKS, INCLUDING MEETINGS: ~ V/S'llA G ,IP:r&r.-t,,l-1 <2C l.c,1<•u.,,d#e, ae.c,?At..V• A...;f-r,~ OJ HH;,,,(-ed,-A'S ~« ) . .,, 7 ., ~ . /1',1HeJEf-<fa&UI A:Z: _£".,..7.> 4~12 G-Z,S:· ,t'""F iZcctzt" <ZcJ## • .d:T z-c 7 7-Gj WEATHER: 7 _.,, s DEFICIENCIES CLEARED: SAMPLES lAKEN TESTS REQUIRED UNCORRECTED DEFICIENCIES, MISSING RFI / CO, ADDITIONAL TESTS.REQUIRED: . · C;?#,V' --//:-#Eli:-·tb"'H"~J;~·-·e::l?A'e.z:{·-7z-;__t:!;:._J.(.-~-:~·~,3~~e~ TIME START: 7/0o TIME FINISH: '30 AUTHORIZED BY: I hereby certify that I have observed the work listed above and that it complies with the soil investigation recommendations, and I or the approved plans, specifications and applicable sections of the-building code. unless otherwise noted. Signature · : /ti 12, 7 /199J- Date of Report • Certification Number LC· cu,.eo d-#L,;r.z=. 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La Palma, Suite A Anaheim, CA 92806 Tel:(714) 632-2999 Fax: (714) 632-2974 REPORT OF CYLII\IDER TESTS Testing & Geotechnical, Inc. 888 Rancheros Dr., Suite E San Marcos, CA 92069 Tel: (619} 735-5060 Fax: (619) 735-8979 CITY OF CARLSBAD-BLDG. INSPECTION DEPT. 2075 u::is PALMf.~S CARLSBAD, CA 92009 CLIENT: Hr:::iMr=INN CONSTRUCT I ON PROJECT NO. i.~'.943-·l5 PROJECT NAM@_~°3..U-G.EJ.--0EE.J~C§ BLJIUSll\lB PROJECT ADDR.CARU3BAD BP/OSA NO. 9!:'ilZl;::'.79 PLAN FILE NO. SET 4999 AGE DATE NOMINAL ACTUAL AREA LOAD STRENGTH TYPE OF LAB NUMBER (DAYS) A 2B Oct ;~0 B i:'!B Oct 20 HC f:B Oct 20 HD 28 Oct 20 SPECIFIED STRENGT~<:'.~ PSI LOCATION PANEL 1 '+. 3 & 1 L~. ,4. CAST BY RGH CONCRETE SUPPLIER NELSON / SLOAN MIX NO. 55;;:: TYPE OF CEMENT TICKET No.53L~ 1'+-4· MIXING TIME 50 MIN WATER ADDED AT SITE AUTHORIZED BY SLUMP 5. 0 IN SIZE 6Xj_2 6X12 (SQ. IN.) 28. l+f. i.'.:::B. L~f., ,i:,. 1210 0. 01Zt ON 95. Sep. f:2 AIR UNIT WEIGHT CONCRETE TEMP AMBIENT TEMP ADMIXTURES (LBS) (PSI) FRACTURE ei,1121121 i='.EV+f. fV-i-5012.\ -~~ '· ... ~ . ............... ___ DATE RECEIVED 95. Oct. 0-4 t,HWA 64 % PCF 85 °F '71ZI O F REMARKS SAMPLES C & D 1'.:!CCIDENTALLY DISCf.rnDED. DISTRIBUTION ( ,3) HAMANN CONSTRUCTION R2H ENGINEERINEi CITY OF CARLSBAD-BLDG. INSPECTION DEPT. Respectfully Submitted, COMPRESSIVE STRENGTH: DcoNFORMS / DOES NOT CONFORM rJJ 95.0ct.27 -MONTANA 2992 E. La Palma, Suite A Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 REPOHT OF CYLINDER TESTS Testing & Geotechnical, Inc. 888 Rancheros Dr., Suite E San Marcos, CA 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 CITY OF CARLSBAD-BLDS. INSPECTION DEPT. i2075 LAS PALMr:::is PROJECT NO. 29-4-;'d;--j f; ______ _ PROJECT N~+:&-l:-H'.:)-l+f-0~ CARl;...SBt1D, Ct=l 92009 CLIENT: HAMANN CONSTRUCT I ON SET 4<:t69 ----NOMINAL AGE DATE LAB NUMBER .(DAYS) A 4 Oct 03 B 7 Oct 06 C 28 Oct 27 HD ;:::a Oc·b 27 SPECIFIED STRENGTH .9.~ PSI LOCATION PANEL 3. 2 CAST BY SDt=l CONCRETE SUPPLIER NELSON / SLOAN MIX NO. 6 f.552 TYPE OF CEMENT i::'. TICKET N0,535042 MIXING TIME 55 MIN WATER ADDED AT SITE 15 GALLONS- AUTHORIZED BY SUBCONTRACTOR SLUMP ;:3. 8 IN REMARKS DISTRIBUTION ( 3) HAMANN CONSTRUCTION Ri.~H ENGINEERING SIZE 6X12 6X12 6X12 CITY OF CARLSBAD-BLDG. INSPECTION DEPT. BUILDING PROJECT ADDR.CAHLSBAD BP/OSA NO. PLAN FILE NO. 95-121279 -. ACTUAL AREA LOAD STRENGTH (SQ. IN.) (LBS) (PSI) 28. 1.t-6 571210.)0 i201Z13 i;'.8. LJ·b 682fj0 i=!:398 28. 4£., 9700121 ~ 0.00 I TYPE OF FRACTURE ON 95. Sep. 29 DATE RECEIVED 9 5. Oct • 1212 AIR % UNIT WEIGHT PCF CONCRETE TEMP ° F AMBIENT TEMP ° F ADMIXTURES l..JRDA 64 POU4R SET Respectfully Submitted, ~~L~~'-C ~ORMS COMPRESSIVE STRENGTH: DOES NOT CONFORM D ':15. Oct. 30 MONTANA 2992 E. La Palma, Suite· A Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 REPORT OF CYLINDER TESTS Testing & Geotechnical, Inc. 888 Rancheros Dr., Suite E San Marcos, CA 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 PROJECT, NO. 2 9 4 3 · ... 1 5 CITY OF CARLSBAD-BLDG. INS~ECTION DEPT. 2075 LAS PALMAS PRQJECT NAME:EXH I 8 IT ART OFF I CE CARLSBAD, CA 92009 CLIENT: HAMANN CONSTRUCT I ON C ' ----- SET 4857 AGE DATE NOMINAL LAB NUMBER , (DAYS) SIZE A .-. 7 Se.p 29 6X12 8 28 Oct 20 6X12 C 28 Oct 20 6X12 HD 28 Oct 20 SPECIFIED STRENGTH 3 0 0 0 PSI CAST BY RGH LOCATION PANELS 16. 1 & 16. 2 CONCRETE SUPPLIER MIX NO. 552 TICKET NO. WATERADDED AT SITE NELSON/ SLOAN TYPE OF CEMENT MIXING TIME MIN BUILDING PROJECT ADDR. CAR LS 8A D BP/OSA NO. PLAN FILE NO. [[Cf~~ ] ---------- ACTUAL AREA LOAD STRENGTH (SQ. IN.) (LBS) (PSI) 28.46 57500 2020 28.46-88250 3101 28.46 87500 3074 0.00 TYPE OF FRACTURE ON. 9 5 • Sep. 2 2 DATE RECEIVED 9 5. Sep. 2 5 AIR UNIT WEIGHT CONCRETE TEMP AMBIENT TEMP % PCF OF OF AUTHORIZED BY ADMIXTURES SLUMP IN REMARKS DISTRIBUTION ( 3 ) HAMANN CONSTRUCTION F~2H ENGINEERING CITY OF CARLSBAD .... ·BLDG. INSPECTION DEPT. RespectfullySubmitted, COMPRESSIVE STRENGTH: llioNFORMS DOES NOT CONFORM D 95.Oct.23 --1 I 1l..--I!)' 2992 E. La· Palma, Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 ARCHITECT ENGINEER CONTRACTOR -MONTANA Testing & Geotechnical, Inc. FIELD REPORT AVAILABLE: REPORT NO. . PLAN FILE NO. REPORTING REQUiREMENTS: ICBO FIELD INSPECTION MANUAL/ MTG SOIL MANUAL MATERIALS USED (TEST REPORTS): . .£-7011' ' 4 EOUIPMENT/MANPbWER USED: ~ 888 Rancheros Drive, Suite E San Marcos, California 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 SPECS (Y) (N) APPROVED SHOP DRAWINGS (Y) (N) PG OF / . I Cu T/E1e'd . W~? dcte -0/1-.l!/i?L , 7 12rt. 12:r . ITEMS OBSERVED (DETAIL NOS:), • . ~ ::c, 9. / y (JP S-/0;) . . LOCATION-Of WORK: &·()f:' Ti?rs t:s REMARKS, INCLUDING MEETINSS: t,det c/1414 4' /' &ae ;:nust: ~ 1""iu5 t: -t: &!'$ r 7a WEATHER: DEFICIENCIES CLEARED: UNCORRECTED DEFICIENCIES. MISSING RFI / CO, ADDITIONAL TE.STS REQUIRED: TIME START: 11: 30 TIME FINISH: SAMPLES TAKEN TESTS REQUIRED 0 AUTHORIZED BY: I hereby certify that I have obser,ved the work listed above and that it complies with the soil investigation recommendations, and / or the approved plans, specifications ?nd applicable sections of the building code, unless otherwise noted. ,~ ~--e£;f.-el) /I. //p., /-£ 'i>rint Name · /tJ I / ?11995 Date of Report Certification Number Rev: 5/95 - 2992 E. La Palma, Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 MONTANA Testing & Geotechnical, Inc. FIELD REPORT 888 Rancheros Drive, Suite E San Marcos, California 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 COVERING WORK-FOR AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) (N) Frel---cl U.L ~ t-cl i ,v e; APeROVED PLANs(l!}(N) APPROVED SHOP DRAWINGS (Y) (N) ARCHITECT ... FOR WEEK ENDING l:Z9~'3-015 I° ,;(J,()~~P S:-5' Ii/<£' /NAGes //J -.:e.1--, 5' 'ENGINEER /2Gr.6u/'/-r~/ 7,il;v£.d/t. REPORTNO, '< I OF / PG CONTRACTOR / . / PLAN FILE NO. irERMITNO. #AN A .A.I"/ 9S-o :z.79 . SUB·CbNTRACTOR PROJECT NAME • .P..A W,#~·~..,4,-/e eX///./S/r A~7 INSPECTION ADDRESS ADDRESS OF PROJECT /99S k/-L'..~'IQ f':A,,(LS d AP I 9'i/.f J(eU c7 q If' , CA/CS #4p / -" REPORTING REQUIREMENTS: ICBO FIELD INSPECTION .MANUAL /'MTG SOIL MANUAL . MATERIAtS USED (TEST REPORTS): . , e-?o/[1' &ecr. EQUIPMENT/MANPOWER USED: . / r"'!,,..,.,.:, T/.F/ e cl ',-r ,P,.F~ cl e ~ -/J.A.,,v / fi. u.;.,nvcur ./JTL /?9 r ITEMS .OBSERVED (DETAIL NOS.): I, 7 7, 7 9./~ 7 QJ.J S-L.0 LOCATION OF WORK: ~ A {.i; .Yd /Ar I-£ REMARKS, INGLUDING MEETINGS: ' -.A:od·/ ~t"s* ~ /,/-0 l, 'c,/-S!.v.A' '". L.Al"~·At::.,:f;:.c-v d_F' u/Cfc c:/,/ # (t. d r 74 M.ic:cb· {"' '2" VH .H CA#f.4¥" -:r;;;!i" rs n -;t;;/s 1:> , Lf .t c:.. wec:,,d )#4 A-.S-.? 7 . ~e ,& e/'Jf" ve d 6 A' ,,#'S. ,'721/!ih We? c/ecf /41:<,(,/e ~ .v #+:C-4=.up . • . t;'""+ '? ... SAMRLES TAKEN WEATHER: ?cf(/ ~ tJ /./ t!. /1/JZy TESTS REQUIRED DEFICIENCIES CLEARED: I . /'-'OP-r-' UNCORRECTED DEFICIENCIES, MISSING RFI / CO, ADDITIONAL TESTS REQUIRED: -p'tl/V t::: . ' JI "" - TIME START: J/; 3d TIME FINISH: ~-,3·0 '"' & . i AUTHORIZED BY: J-l] .~ . -~- I hereby certify that I have observed the work listed above and that it complies with the soil investigation recommendations, and/ or the approved plans, specifications and applicable sections of the building code, unless otherwise noted. · ~ Signature / tJ I /9 /199,S , Date of Report 5-)} · S--7 7 Certification Number /!J ' 'q-Print Name Rev: 5/95 • < 2992 E. La Palma, Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 COVERING WORK FOR ENGINEER . CONTRACTOR SUB-CONTRACTOR INSPECTION ADDRESS 1945 KELL~ AvL C.AfzLS&<D -MONTANA Testing & Geotechnical, Inc. FIELD REPORT AVAILABLE: SOIL REPORT (Y) (N) APPROVED PLANS@(N) FOR WEEK ENDING I0-z.1-95 REPORTNO. 3 PLAN FILE NO. 9502..7 PROJECT"NAME ADDRESS OF PROJECT cf\. REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL/ MTG SOIL MANUAL MATERIALS USEO (TEST REPORTS): As,yY'I A~6 ~ G1iroE.\<S ,J-o\5,T5 -AWb EQUIPMENT/MANPOWER USED: I I C..l:.!t.Tl~IEb \,.J1c..LDt::R. I / v-1 UD ING. (k~t,JER."'-"n:>\.:... I ITEM~ OBSERVED (DETAIL NOS.j:. 888 Rancheros Drive, Suite E San Marcos, California 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 SPECS (N) APPROVED SHOP DRAWINGS@N) PRJ. NO. 29L~-Cl5 PG I OF I PERMIT NO. M~t-.:lu"FT · . 13h . . . . _TOIS1$_ TO G1R.D~-e..... Col"lf\fcCTt ot,.) 1)'£-ft:R. SI\ . d91'6TS IQ ~E~ +,~ces -.. To.rz ½10 LOCATION OF WORK: fu)N!::t \.\C:::> L11,a: .. :;i I iD8 b_ND A. 'tt> \-\ . REMARKS, INCLUDING MEETINGS: CEi2.-r1ne.b \1Jt.LDE.\<S \.'JE.eE.. O~R-/~ fa~ ,:ko~E-R.. ~ELD11'1e:. +toe.~~ MD Tf:.Ct\N/Ul\kS, G::xnR.l::re..~ N\:.LtlS \.AJE'g_f.. Ol'.§c"i< 1/i::D toR "512'...lz: ,UEN6.Tt1 1 LOC:.IC\TIOI\J ..j.JJ,Jt, TO Tl-1€.. i2,,;;.-;,T o-r-=-Y-Y•'( . ; l fS:~GiS ~P.J: ... Ha. QF Y'.tSl5L.l:... 'D~ fec:rs ,, UNUEss /\.\oTtEt> fVJD/<.N /v5~ fl 'F nE b(o6J..J SAMPLES TAKEN WEATHER: ('.)\/ER_C.8$1 Sv1v1J y 7;?" TESTS REQUIRED DEFICIENCIES CLEARED: UNCORRECTED DEFICIENCIES, MISSING RFI / CO, ADDITIONAL TESTS REQUIRED: TIME START: 7'00 TIME FINISH: 3·:00'?~ i AUTHORIZED BY: hi-~~~ / V'-...1 - I hereby certify that I have o!iserved the work listed.above.and that it complies with the soil investigation recommendations, and I or the approved plans, specifications and applicable sections of the building code, unless otherwise noted. {}. . 0 ( ] ~~c=J /0 I,) 0 1199 5 &3Z&9 /::!130 ' Signature \I Date of Report Certification Number 011-Rev: 5/95 2992 E. La Palma, Suite A Anaheim, California 92806 Tel: (714) 6~2-2999 -MONTANA Testing & Geotechnlcal, Inc. fax: (714) 632-2974 FIELD REPORT 888 Rancheros Drive, Suite E San Marcos, California 92069 Tel: (619) 735-5060 Fax: (619) 735-8979 COVERING WORK FOR AVAILABLE: SOIL REPORT (Y) (N) .. SPECS(Qj(N) Rel.Jr~ PL,.OCE-•VVIE,,VT ,:-t:,,e 7,.,L)r-t.rP p,.N,.,l.::S APPROVED PLANS_@(N) APPROVED SHOP DRAWINGs(@,(N) ARCHITECT FOR-WEEK ENDING P"o~P fES~IV£. h1111t:6!S IN AA<::11i'l!'#G1't.1~1r.. Pt.•NN"".,. !I-z 2. • 9s-IPRJ. NO. 2. '314-3-07 s;- ENGINEER ~o,e w ,.Te / tAY1.." 1<. . CONTRACTOR J..I.AM.4N,N r~Ns-r~or~-r,,..,Af Co SUB-CONTRACTOR Jfl'II-Ee.1-4w ~A~. INSPECTION ADQRESS 5AMP- REPORT NO. / 'PLAN FILE NO. PROJECT NAME f:>'tt!IWT ~A_g_-r ___ _ PG / Of / !PERMIT NO. 9 5"6) 2 "7'3 CB '2..79 ADDRESS OF PROJEC1\.J ... '3..9-£_K.E.J,,,_~ G 6-4v E J CP-R.LSsM,, C-1.1 REPORTING REQUIREMENTS: ICBO FIEl:D INSPECTION MANUAL/ MTG SOIL MANUAL MATERIALS USED (TEST REPORTS): 1?£811-li?, -AS.TM A-'-l.5) ~#'i!IU>if!. ~OJ~ S"t:f#.(,, r I EQUIPMENT/MANPOWER USED: > }-J~·twfdJJJ --Gt wtE."1 LOCATION OF WORK: --. ______., 7.~ ~o~e.01.;Jt,AJCS p,.,.,li,_s wE.10: ... ~I-IEcK; f>11-wet.. -~ 2._,41 t 1 'J 8,/) 9) /0) ll1 14,.Z1 1¢:31 J4.~l~s;19r~J 14:""/ 15".Z. · 1-s-;3, /~.,/ ll,Z IB /~-. L~GA"TU>IIJ OF PAtJEl.~ ---I'S s H-o wN t!lN S-::f REMA_RKS~ INCLUDING ~EETINGS: ' ' I ff£ ,f'tU!IAlt. · w,ts. e,111£C1<:tEp E"I? S ,z. ,;,1. <:;a 1ro 1£. 1 L lff'J l,pe>-rtlJ,., ,t9JJD SPA c. 1 Ah:. WEATHER: S , , '-' NNY SAMPLES1AKEN ~c, .$ /;MPLES 7',4k'E.Al T~STS REQUIRED DEFICIENCIES;CLEARED: UNCOF,\RECT~D DEFICIENCiES. MISSING RFI / CO, ADDITIONAL TESTS REQUIRED': I , ~ II TIME START: ··'7.;.-0·0 --TIMFFINISH: _ /C.J: / S-: __ 4-AUTHORIZED~;: ---/Y.. 1..f -J:ti;i; Signature -l·herepy certify that I-have observec/'th~ work:listed ali~v~ and th;t it complies with the soil invesligation~ecommendations, arid / or the approved plans, s_pecifications ·and ap-plicable sections o"f ttie buil(ling code, unless otherwise. noted. :J I 2..-1 /199 S- Date of Report zea Jc, ?'Y e;r .5,11-A1.l>1&6~ Certification Number ' . Print Name • - 2992 E. La Palma, Sui.le A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 MONTANA Testing & Geotechnical, Inc. :FIELD REPORT 888 Rancheros Drive, Suite E San Marcos, California 92069 Tel: (619) 735-5060 Fax: (619)735-8979 COVERING WORK-FOR AVAltABLE: SOIL REPORT (Y) (N) SPECS {!D(N) 9 <!'NC/e~7,E' h.~cem~N T . APPROVED PLANS@(N) APPROVED SHOP DRAWINGStly) {N) ARCHITECT FOR WEEK ENDING P,eo~teE.S1L1,1t "'1~68 ~ -·•'-~ · -r•c.:r.c.ne£ Pi.A 9 · 2 2. -?l.3 rRJ.NO. 2.9?-3-0/5 ENGINEER H O'/i! w-1--~J! / /~~ o.e REPORT NO. 2.. PG I OF / PLAN FILE NO. · -CO~CTOR -,q114 A-A/Al . ~ z:.reu <!., 7?t,C-lv _Ce,, rERMIT NO. CB 95(!)Z75 SUB-CONTRACTOR PROJECT NAME Exh'/111-r A-/4'T INSPECTION ADDRESS ADDRESS OF PROJECT / '7 -1-5"" X4U.o G5 -4-ve. S~,ne CA~L..SIIi'A-0, C4 REPORTING ~EQUIREMENTS: ICBO FIELD INSPE~TION ·MANUAL/ MTG SOIL MANUAL MATERIALS USED (TEST REPORTS): Ct!JNC.12,$7".E -##'?~N ANP S~o~ d/t4 Ale ss-27' l~cc..c., ;?t!JCJO es, ITEMS OBSERVED (DETAIL NOS.): Ccu<;RIET'!g 4A:C,fiUJ11£/VT AS .sl'£C/ .C/~O (!'/N. s-1 A,vp 1:nzrn14E(? (:J,V LOCATION OFWORK: ""-7-UP PANl$LS J LOC.4-T'tD,N s 1-fe-i,,J N O ,J s-3i 5-~)AAJIO s-,. PA..,eL N~ I J 2.., 4; ,, 71 e, ,, 9 'll">, ll 14-,-Z.. 14-~ 14,~ 14,S-t4 L .~., \S".Z. IS,3 I(., I IL.2.. LS A~IJ 19. REMARKS. ·1'NC:LU61.NG MEETllffiS: I , ~ ., I ., I J I 6>B,S£~vE.o. r,.;~ e4A<::..lf5."'1-a..A.Jr ,4AfD Cl!'AI.SOL...I P.4-rtt:JAI eJr a:> NC.t.te.711'£ u,.rro A qe, vtE. /f E/CEl/!£·1.Jt.1./;;:n WEATHER: s UNAl'f DEFICIENCIES·CL~RED: UNCORRECTED DEFICIENCIES. MISSING RFI /CO, ADDITIONAL TESTS REQUIRED: TIME START: '/ S6 TIME FINISH: ,2,. 1-r SAMPLES 'IAKEN TESTS REQUIRED A • AUTHORIZED BY: H ·§ ~ ' I hereby certify that I have observed the work listed above and that-it complies with the soil investigation recommendations, and/ orthe approved plans, specifications ahd applicable sections of the building code, unless otherwise noted. Signature kh.J!Gter 6. f/4 t.-S ~£'/l.O Print Name 9 I 22 /1995- . Date of Report Certification Number 09\ Rev: 5/95 08/10/95 15:06 Z 619 560 4383 HOROWITZ TAYLOR ~ i I i ____ ---~--,--,'-• _l_l ____ ; ·----·--··-; l I . ····--· -; ___ t_ ___ ' --·· ·----· . _ _/ __ J .. l. ______ _._ --...-+------. ---~ -.!--~-.,' _____ : __ ' . I ' ' . -~~ ;_--~---; 1/_=! __ ~L-~ -~-.: --------·---·-. ,_. __ E;·· . _j'_ -_, _____ ' ---· i Tt'i I 1 ' : _____ ! ____ l.-)l-1._J __ l_ ___ i ----------------. ____ ! ' i---1---"-~-' . .Jl ' I ' ! I i '. ---~-!fi--i ' :-------··--:-··:·--. . . ·-; l---+ ------r----, -~i ___ ~J--!--~~-.i ..... · ____ , _ _.=L_-_•; __ _;_:_._~_.:·~-~; ___ ....;.--i...---~L_-t-i __ ~ __ ,-___ 1 __ . -~! __ ! ____ ; _____ : __ l--J ___ ---~ I :(r-..;; i~.-4,. "'\\ --:-~i ----~---:-·-·. ~ ~ : ______ 1,, ____ !,_,_ . ! --·--- ~ ::; . ' ' ·. -A! ... _J --_; .. ~i i '. ; ~--~ .... \----\---- :.·-~-.. ~---· ·t. _.,,, ___ : -·-,---·---'··· -· _: ---· ! ------.: .. -···----'··---!---- .... : ·-•' ... J ··-···-·· .. ··-.. -· ~----. ·-·-··· j I : ____ _l __ --· : '·----·----~ _,_,: ------· -------·· ---.. ~-----i---··--·. ·-· --····-i'l i . ... ' ... --·:---- ~- .... :'"~\ ' :'4\lto -·-' · 1 °'!\J ' ---~,,J:-- _! ~~---!---!--- .. ~'"""':_! __ '. ..... ___ l __ : -· ~--····· ! --·--·-;----;--·--1-· -, -------·-+-··--·/. P,02 --+--1--· --- ____ : __ , ·-·· i_ --. ······-'-, 08/10/95 15:07 Z 619 560 4383 HOROWITZ iAYLOR ENGINEERING 3914 MURPHY CANYON ROAD # A 100 SAN DIEGO, CA 92123 TEL (619) 560-4383 FAX (619} 560-8842 CONCRETE BEAM DESIGN • ·>, HOROWITZ TAYLOR Description : j,/ ~)(, D(1e,J1,J~ 1fS ,-p4rl P.03 Title: Scope: Job#: Designer: Misc: Date: 08/10/95 Page: . ,,?.-AT t61WIJl/tt~ •· Beam Data -m ------Design Data ----Load Factors Used -Beam Spa11 = •. 6.00 f'c = 2500 psi ACI 9-1 & 9-2 DL = 1.40 Beat De~th : l • in Fy " 60000 psi ACI 9-1 & 9-Z LL : L 70 Beam Width = 18. 00 in Seismic Zone = 0 ACI 9-1 & 9-Z ST 1. 70 'T' Flange Thickness = 0.00 in Live Load not combined 'i/ Short Term .... Seismic= ST * 1.10 'T' Flange on One Side Only End Fixity : Pin:Pin ACI 9-2 Group Factor 0.75 Web Spacrng = n/a Concrete Weight = 145 .0 pcf ACI 9-3 Dead Load Pact O. 90 Bea11 Wt. Auto Added to Loads Stirrup Area = 0. 220 in 1 ACI 9-3 Short Term = 1. 30 Effective Slab Width = · 18.00 in UBC 2625(el4 ~1.4• Factor = 1.40 UBC 2625(c ( 10.9" Factor = 0.90 Rebar Layout . AP.rlied Loads Bars@ Center of Beaa.... Trap. Live Load·@ Left = 4.50 k/f , ·@Right= 0.00 k/ft from o.oo -> 6.00 ft . 2 • # 5 @ d = 8 . 2 in "'- 2 ~ I 5@ d= 3.8 in "-.. 31/sf. foonrJ4x. /~ii Bars@ Left End .•.• • 2 -I 5@ d= 8.2 in 2 -I 5@ d= 3.8 in Bars t Right End .... Aa"J.UL.,-(J/1,laYu TO Sc.11"~ : rh~,s 06$/4,rlcp 2 • I 5 I d= 8. 2 in 2 -f 5@ d= 3.8 in = Vn*Phi: Left = = Mu Mu Mu 35.0 k Vu Summary . ACI Equations .•. : Center = : Left = : Right : : Left : : ld'!Lr Z,,000 9-1 9·2 8-3 19 .o. · 1.0 o.9 k-rt 0.0 0.0 0.0 k·ft 0.0 0.0 0.0 k-ft 11.1 0.( 0.4k 8.1 0.4 O.H vn•Phi: Right 35. 0 k Vu : Right --Reactions --Deflections Left Right -· --Upward --DL+p1 Wt} : 0.64 k 0. 64 k 6.000 in at 6.00 ft DL+ L+iB• Wt] = 9. 64 k 9.64 k 0.000 in at 6.00 ft DL+LL+ T+(Ba Wt] = 0.6( k 0 .64 k 0.000 fn at 6.oo rt Shear Stirrup lequire1e1ts {19991 indicates not req'd) Region = 0.0·> O.~ft 0.0-> 1.0ft 1.0-> 2.0ft 2.0·> 3.0ft 3,0·> LOft Stirrup Spacing = 4.10 in 4.10 in 999.00 in 999.00 in 999.00 in Kax Vu in Region= 11.09 k 8.89 'k Z.85 k 2.85 k 5.40 k -Add'l Deflection Data ----------------Section Analysis Neutral Axis = 2.28 in Evaluate Moment Capacity: Center l : Gross = 2592. o in· 4 X : Neiltral Axis 2. 27 in I : Cracked = 306.8 in'4 a = beta * x = 1.93 in E : Elastic Modulus = 2850.0 ksi Compression in Concrete = 73 •. 7 k Fr: 7.5*(fc)°.5 ~75.0psi SUI !Steel comp. forces] = O.Ok Z:Cracking = 134.4 ksi Tennon in Reinforcing = -73.7 k Mer: Cracking = 13.5 k-ft For Bvaluation of Max. As For Ductile Failure .... Hs:Max DL+LL 11.3 k-ft X-Balanced = 4.85 in Rl = {Ms:DL+LLl/Mcr = 1.191 Xux = Xbal * 0. 75 = 3.64 in Ks:Hax DL+LL+St = LO k-ft a·aax = beta*Xbal = 4.13 in R2 = (Ms:DL+LL+STj/Mcr = 1!,004 . • Co1pression in Concrete = 118.3 k I:eff ... Ms(DL+LL = 2a92.0 in 4 Sui !Steel co1e, forces} = 0.0 k I:eff. .• Ms(DL+LL+ST) ~ 2592.0 in"4 Total Co1press1ve Force 118.3 k As Max." Tot Force / fy 1. 97 in z --Downward ---0.001 in at -0.010 in at -0.001 in at 4.0·> 5.0ft 4.10 in 7,61 k Left 2. 27 in 1. 93 in 73. 7 k O.Ok -73. 7 k 4. 85 in 3. 64 in 4.13 in 118.3 k 0. 0 k ll8, 3 k 1.97 in' 3. 00 ft 2. 88 rt 3.00 ft 5.0-> 6.0ft 4.10 in 8.05 k Right 2. 27 in 1. 93 in 73. 7 k 0 .0 k -73. 7 k 4. 85 in 3.64 in 4 .13 in 118. 3 k o. 0 k 118, 3 k 1.97 in' .... _. .. ' .., T 1ma.ei..·,-~:!f,~.:itP~-.... _-_ --{\J .,_~i,,;.....,;'-1-,i~~· --! : i ' l' I f ·~ .......... -·"' ~ ~ .... w • --"~ ••• h ..... --• .-........... -_ ........... ,..,......., ........ _ ... , ........ _ • ..,.. • • •• -• •• • ••• CLAfUFICATION SKETCH /MEMO NO. DATE: I&~ t~·9&:5 JOB: ~-,{H_ll'hl1 ,AY<.1 1T:EM:_g~-1-~1t--11tJ& WAL-.I- . -----------. --~--------------~ FROM: PROGRESSIVE IMAGES IN ARCHITEC1URE AN[? PLANNING 24212 SARGEANT ROAD, RAMONA, CA ~2065 (619) 789·3269 FAX 789~2915 BY: ijRUCE·W. STEINGRABER ,, -,. > ,·"· ' ·l : ' I l ! r I I ! ' ' ~ : ~i ! .i () ....,ti; "t ~ t~ ·p ... i~ tP '' f d, l 'I • ;~l. ~ ~· ..... ~i ~ \.) _, .p:. :;~ ~ :J·~ _, !o ~ . ..J. ~~ -,fl) -~ Gi ~ 1 k tv M tJl ~ ~ h ~ ~ l ~ ~ ~ : ! ' ~ -i ... _,, @ r-f ' ~ :: ~ tt'" . I \I . '·"" u,. ! ~ ·b 0 { !.?. 1, . . l . -.. --. --··---··,,f·· ;;:;.-c:Jl - I < , ~ -(..,,,! --,.,. '~ • • -•,' ~ ·~ -, .. ,.~ --~ ... ,-----~·-·· -- • • ,.*r I l I I ' j 'cl *' ' l CLARt'FlCAfiofr·.sKETC.H "/i\lU:liib No:----··---DATE: 1'9-1~-:'1':5 JOB: . ~_Jijf)11y£'1___ ITEM :_f?-~~ftJ1JJ[:? _...._WA.~- FROM: PROGRESSIVE IMAGES IN ARCHITEdiURE ANr:J> PLANNING 24212 SARGEANT ROAD, R_AMONA CA 92065' (619) 789-3269 FAX 789-29H;i · . BY:· BR~CE W. STE:INGRABER ,t ...... _ _.,.... ......... .;. DATE: 6/1/95 JURISDICTION: Carlsbad PLAN CHECK NO .. : 95-279 ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 9~ 123 (619) 560-1468 SET: IV PROJECT ADDRESS: 1945 Kellogg Avenue PROJECT NAME: Exhibit Art Warehouse D The plans transmitted herewith have been corrected where necessary and substantialiy comply with the jurisdiction's building codes. ~ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified in the attached list 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 plaA$ 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: Bruce Steingraber 24212 Sargeant Road Romona CA 92065 ~ 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: Date contacted: (by: ) Telephone #: D REMARKS: By: David Yao Enclosures: Esgil Corporation D GA DCM O PC log trnsmtl.dot Carlsbad 95-279 IV _ L1 ~ 6/1/95 ~'J 1. ~=;;;rchitect stat~ that e cl~llow the exit go through manufacture area. Please 2. Note on the plan that the wa~ter at upper floor is at attic of the women's bathroom with access and ladder. 3. The architect shall sign the for~~on sheet M-4. 4. The item i4f the soils engineer's letter (dated 5/17/95) shall be noted on the plan.(See attach~r.) If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation(619-560-1468). Thank you. EXHIBIT ART May 17, 1995 Page Two 3. 4. 5. 6. 7. 8. A-3 Division 2, Notes A-11 Section B S-1 Foµndation Notes S-3 S-8 Details 2,5,10, 14,15 Geo technical Report Section 10.3 Note C should reference geotechnical report by Construction Testing & Engineering, Inc., dated April 27, 1995. 18" wide footings recommended; 12" wide footing indicated. Foundation note 1 should reference geotechnical report by Construction Testing & Engineering, Inc., dated April 27, 1995. Also, verify whether 3000 psf (per report) or 2000 psf (per Note 2) was used for design. 1811 wide footing recommended; 1211 wide indicated near grid line H, between lines 5.5 & 6.5. 18h wide and 18 11 deep footings with minimum 2-#5 reinforcing bars, top and bottom, recommended; referenced details not indicated. Ensure foundation confonns with Alternative 1 or 2 for treatment of cut/fill transition conditions. Alternative 1 requires overexcavation of building pad to a depth of 3 feet, or two feet below the deepest footing, whichever is greater. Alternative 2 requires footings in portions overlying fill areas to achieve a minimum of 18 inches embedment in competent fonnation material. Neither method was clearly indicated on the drawings reviewed. DATE: 5/12/95 JURISDICTION: Carlsbad PLAN CHECK NO.: 95-i79 ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 SET: 111 PROJECT ADDRESS: 1945 Kellogg Avenue PROJECT NAME: Exhibit Art Warehouse D~ ~ D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D 'The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [:g] The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are swbmitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant cont~ct person. [:g] The applicant's copy of the check list has been sent to: Bruce Steingraber 24212 Sargeant Road Romona CA 92065 [:g] 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: Date contacted: (by: ) Telephone #: D REMARKS: By: :David Yao Enclosures: Esgil Corporation ~ GA O CM O PC 5/4 trnsmtl.dot J Carlsbad 95-279 III 5/12/95 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 1945 Kellogg Avenue DATE PLAN RECEIVED BY ESGIL CORPORATION: 5/4 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 95-279 SET: III DATE RECHECK COMPLETED: 5/12/95 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 Department or other departments. The following items 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. 303 (c), 1991 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 CORPORATION. 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 95-279 III 5/12/95 6. The designer stated that the City would allow the exit go through the manufacture area. Please verify 19. Provicle a letter from the soils engineer confirming that the foundation 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.(See page 19 of the report.) 32. Note on the plan that the walls and floors of the restrooms comply with USC Section 51 0(b). PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Glen Adamek 1. On sheet A-5 show .the water heater in the women's restroom (207), as per sheet P-3. The Disabled Access clean~nces must be reviewed. 4. Show the daylit areas and .required daylit area lighting controls for lighting in daylit areas. Title 24, Part 6, Section 131(c). Correct the light switching controls in Design Room (205) and Open Office (206). 6. Provide completed lighting energy design (LTG-forms), showing Energy compliance. 8. The corrected, completed and signed ENV-1, LTG-1, and MECH-1 forms must be imprinted on the plans. Note: If you have any questions regarding this plan review list please contact Glen Adamek 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. f· DATE: 4/24/95 JURISDICTION: Carlsbad PLAN CHECK NO.: 95-279 ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, ·cA 92123 (619) 560-1468 SET: II PROJECT ADDRESS: 1945 Kellogg Avenue PROJECT NAME: Exhibit Art Warehouse CJ APPLICANT ~jLJRISDICTI~ CJ PLAN 'RE91EWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction'~_ 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: Bruce Steingraber 24212 Sargeant Road Romona CA 92065 ~ Esgil Corporation staff did riot 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: Date contacted: (by: ) Telephone #: D REMARKS: By: David Yao Enclosures: Esgil Corporation ~ GA DCM D PC 4/14 trnsmtl.dot Carlsbad 95-279 II 4/24/95 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 1945 Kellogg Avenue DATE PLAN RECEIVED BY ESGIL CORPORATION: 4/14 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 95-279 SET: 11 DATE RECHECK COMPLETED: 4/24/95 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 Department or other departments. The following items need clarification, modification or change. All items must be satisfied before the plans will b.e in conformance with the cited codes and regulations. Per Sec. 303 (c), 1991 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 CORPORATION. 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 95-279 II 4/24/95 6. The maximum number of required exits and their required separation must be maintained until egress is provided from the structure. Section 3303 (a).(The separation of the two exits from the upper floor must be maintained.) 9. Exit corridors shall not be interrupted by intervening rooms. Foyers, lobbies or reception rooms constructed as for corridors shall not be construed as intervening rooms. Section 3305(a).(stariway #2 can not be interrupted by the warehouse.The stariway is considered as corridor.) 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 2905-(c). 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. (When required by the soil report). 20, Provide notes on the foundation plan listing the soils report recommendations for foundation slab and buildin·g pad preparation. 21. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, arid c) The foundation excavations comply with the intent of the soils report." 23. Note on the plans that "all weather-exposed surfaces shall have a weather-resistive barrier to protect the interior wall covering and that exterior openings shall be flashed in such a manner as to make them weatherproof'. Section 1708. · 32. Provide details of restrooms to show compliance with Section 510 (b), regarding floors, walls.(Sheet A-10 did not show the materials for floors and walls.) 34. Note on the plans that suspended ceilings shall comply with UBC Tables 47-A and 23-P.(Note 10 on sheetA-12 is not available.) 37. Please check the reaining wall oesign in the calculation against the recommendaion of the new soils report. ,, Carlsbad 95-279 II 4/24/95 DEPARTMENT OF STATE ARCHITECTURE-NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS • SANITARY FACILITIES 1. See 3105A(e)10 for additional signage.· PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Glen Adamek 1. On sheet A-5 show the water heater in the women's restroom (207). 4. Show the daylit areas and required daylit area lighting controls for lighting in daylit areas. Title 24, Part 6, Section 131(c). 5. Show bi-level lighting controls as per Title 24, Part 6, Section 131 (b). Bi-level lighting controls. Controls to reduce lighting. The general lighting of any enclosed space 100 square feet or larger in which the connected lighting load exceeds 1.2 watts per square foot for the space as a whole, and that has more than one light source (luminaire), shall be controlled so that the load for the lights may be reduced by at least one"'half while maintaining a reasonably uniform level of illuminance throughout the area. A reasonably uniform reduction of illuminance shall be achieved by: 1. · Controlling all lamps or luminaires with dimmers; or 2. . Dual switching of alternate rows of luminaires, alternate luminaires, or alternate lamps; or 3. Switching the middle lamps of three lamp luminaires independently of the outer lamps; or 4. Switching each luminaire or lamp. EXCEPTION No. 1 to Section 131(b): Lighting in areas that are controlled by an occupant-sensing device that meets the requirements of Section 119(d). EXCEPTION No. 2 to Section 131(b): Lights in corridors. EXCEPTION No. 3 to Section 131(b): Lights in areas that are controlled by an automatic time switch control device that has a timed manual override available at each switch location required by Section 131(a) and controls only the lights in the area enclosed by ceiling height partitions. Carlsbad 95-279 II 4/24/95 6. Provide completed lighting energy design (L TG-forms), showing Energy compliance. 8. The corrected, completed and signed ENV-1, L TG-1, and MECH-1 forms must be imprinted on the plans. Note: If you have any questions regarding this plan review list please contact Glen Adamek 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. DATE: 3/10/95 JURISDICTION: Carlsbad PLAN CHECK NO.: 95-279 ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 SET:I PROJECT ADDRESS: 1945 Kellogg Avenue PROJECT NAME: Exhibit Art Warehouse D APPLICANT ~ICTI.OJi.-:> D PLAN REVIEWER Cl FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ · The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Bruce Steingraber . 24212 Sargeant Road Romona CA 92065 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. ~ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Bruce Steingraber Date contacted: (by: ) Telephone#: 789-3269 D REMARKS: By: David Yao Enclosures: Esgil Corporation ~ GA DCM D PC 2/28 trnsmtl.dot Carlsbad 95-279 3/10/95 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 95-279 OCCUPANCY: B-2 TYPE OF CONSTRUCTION: V-N JURISDICTION: Carlsbad USE: warehouse/ office ACTUAL AREA: 25684 sq.ft. ALLOWABLE FLOOR AREA: 8000x2x2=32000 STORIES: 2 each floor 8000x3=24000 SPRINKLERS?: Yes REMARKS: · DATE PLANS RECEIVED BY · JURISDICTION: 2/24 · DATE INITIAL PLAN REVIEW COMPLETED:3/1O/95 FOREWORD (PLEASE READ): HEIGHT: .... 25 ft. OCCUPANT LOAD: 51 DATE PLANS RECEIVED BY ESGIL CORPORATION: 2/28 PLAN REVIEWER: David Yao 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 1991 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. 303 (c), 1991 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 (1991 use) comforw.dot Carlsbad 95-279 3/10/95 • PLANS 1. Please make all corrections on the original tracings and submit two new sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619) 560-1468. • GENERAL 2. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1991 UBC, UMC and UPC and 1990 NEC. 3. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 9-A and 9-B. • SITE PLAN 4. Clearly designate any side yards used to justify increases in allowable area based on Section 506. • EXITS 5. In all occupancies, floors above the first story having 1 0 or more occupants, shall have not less than two exits. Section 3303 (a).(What is the exit for the warehouse 209? Note on the plan that room 209 can not be occupied until the - tenant improvement approved by the building department..) 6. The maximum number of required exits and their required separation must be maintained until egress is provided from the structure. Section 3303 (a).(two exits from the upper floor) • STAIRWAYS 7. Eighty inch minimum headr_oom clearance for stairways should be indicated on the plans. Section 3306 (o). Note that this is from a plane tangent to the stairway tread nosing; • CORRIDORS 8. Corridors serving 30 or more occupants shall have walls and ceilings of one-hour construction. Show compliance. The stairwaies are considered as corridors. 9. Exit corridors shall not be interrupted by intervening rooms. Foyers, lobbies or recep-tion rooms constructed as for corridors shall not be construed as intervening rooms. Section 3305(a).(stariway #2 can not be interrupted by the warehouse.) Carlsbad 95-279 3/10/95 10. One-hour fire-rated corridors ·shall have interior door openings protected by tight- fitting smoke and draft control assemblies rated 20 minutes, except openings in interior walls of exterior exit balconies. Doors shall be maintained self-closing or be automatic closing by action of a smoke detector per Section 4306 (b). Doors shall be gasketed to provide a smoke anq draft seal where the door meets the stop on sides and top. Section 3305 (h) 11. Provide a complete architectural section of the corridor, and exterior exit balcony, showing all fire-resistive materials and details of construction for all floor, walls, roof and all penetrations. Section 33_05 (g). 12. Ceilings of combustible materials cannot be suspended below the one-hour corridor ceiling. In types Ill or V construction fire retardant treated wood may be used. Section 3305 (g). 13. Corridor walls may terminate at the ceiling only if the ceiling is an element of a one-hour fire-resistive floor _or roof system. Section 3305 (g). • ROOFS 14. A Class B roof covering is required. Table 32-A. 15. Specify roof material and application. Chapter 32. 16. Specify minimum 1/4 inch per foot roof slope for drainage or design to support accumulated water. Section 3207 (a) and Section 2305 (f). • FOUNDATION · 17. Provide a copy of the project soil rep(?rt 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 2905.(The report provided is for the whole site. A geotechnical investingation will be required for each lot to develop specific grading recommendations and foundation criteria for proposed structures.) 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 2905(c).. 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. (When required by the soil report). Carlsbad 95-279 3/10/95 20. Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation. 21. .The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the intent of the soils report." 22. Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Section 2905 (f). • FRAMING 23. Note on the plans that "all weather-exposed surfaces shall have a weather-resistive barrier to protect the interior wall covering and that exterior openings shall be flashed in such a manner as to make them weatherproof'. Section 1708. 24. . The sudpurlin size and spacing shall be clearly specified on the roof framing plan. 25. The calculations shows RB-1--W 12 x 14 has tributary area 200 sq.ft .. Sheet S- 5 of the plan appears to show more tributary area to the beam. Please clarify. 26. What kind of storage for the warehouse at upper floor? Is 125 psf live load adequate? 27. The structural calculations for the retaining wall along line A shows that the toe width is 1.67 ft.,heel width 1.5 ft .. Detail 1/S7 shows different dimensions. Please clarify. 28. Provide more detail calculations or comments to show the force to the roof is only 30% reaction of the retained soil. 29. The calculations show the wall reinforcements along 6 are #5@ 12 "o.c.vertical and horizontal. Sheet S7 of the plan appears to not show it. Please check it. 30. The calculations shows that us~ hold down anchors to resist the uplift force at line E. The plan appears to not show it. Please clarify it. .31. Provide calculations to justify the girder -to -column connections of the frame comply with UBC 2710(f). Carlsbad 95-279 3/10/95 • MISCELLANEOUS 32. Provide details of restrooms to show compliance with Section 510 (b), regarding floors, walls and showers. 33. Section .8/A 11 shows there is full height wall at edge of the second floor warehouse. Note on sheet A-5 and detail 3/A5 shows 42" guardrail. Please clarify. 34. Note on the plans that suspended ceilings shall comply with UBC Tables 47-A and 23-P. • TITLE 24 DISABLED ACCESS 35. Provide note and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access requirements may be more restrictive than the UBC. • ADDITIONAL 36. 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. 37. 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: D Yes p No Please refer to the following corrections for plumbing,mechanical,or energy items. 38. 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 David Yao at Esgil Corporation. Thank you. Carlsbad 95-279 3/10/95 DEPARTMENT OF STATE ARCHITECTURE-NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS • SANITARY FACILITIES 1. Doorways leading to men's sanitary facilities shall be identified by an equilateral triangle \" thick with edges 12" long and a vortex pointing upward. Women's facilities shall be identified by a circle, 1/4" thick, 12" in diameter. Unisex facilities shall be identified by a circle with a triangle superimposed on the circle and within the 12" diameter. The required symbols shall be centered on the door at a height of 60". *See section 3105A(b)1.D. See 3105A(e)10 for additional signage. PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Glen Adamek 1. Detail required ladder access and 30 x 30 inch access clearance to water heater in attic. 2. Show ·that water heater is adequately braced to resist seismic forces. UPC, Section 1310. 3. Fire rated corridors are not to be used to convey air to or from rooms. UMC Section 1002. 4. Show the daylit areas and required daylit area lighting controls for lighting in daylit areas. Title 24, Part 6, Section 131 ( c). 5. Show bi-level lighting controls as per Title 24, Part 6, Section 131(b). 6. Provide completed lighting er:,ergy design (LTG-forms), showing Energy compliance. 7. Correct the notes on sheet M-2. Section's 2-53xx B. E. E. S. (Building Energy Efficiency Standards) do not exist as of 1/1/1993. 8. The corrected, completed and signed ENV-1, L TG-1, and MECH-1 forms must be imprinted on the plans. Note: If you have any questions regarding this plan review list please contact Glen Adamek 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. Carlsbad 95-279 3/10/95 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: David Yao BUILDING ADDR~SS: 1945 Kellogg Avenue BUILDING PORTION BUILDING AREA (sq. ft.) warehouse 21774 office 3900 Air Conditioning 3300 Fire Sprinklers 25684 TOTAL VALUE Building Permit Fee: Plan Check Fee: Comments: 22 55 3.5 1.7 PLAN CHECK NO.: 95-279 DATE: 3/ 10/95 BUILDING OCCUPANCY: B-2 TYPE OF CONSTRUCTION: V-N VALUATION MULTIPLIER VALUE ($) 479,028.00 214,500.00 . 11,550.00 43,662.8 748,740.8 $ 2786.5 $ 1811.23 Sheet 1 of 1 valuefee.dot /r City of Carlsbad M 3 ,t.;; h44 ii h· i •24 ·bii le et¥$,\ I -BUILDING PLANCHECK CHECKLIST DATE: ________ --~/ // /1 PLANCHS0 -~-~-~ BUILDING ADDRESS: ~ -..e-1 /d /7v,e__ ;?. Yfl PROJECT DESCRIPTION: _....=z::.:.:::;,,Y:::...:::::..P~f::.2,:??.~..l...,£;,~-----====--~___,.,,.....--- ASSESSOR's PARCEL NUMBER: ,e2/....?--o f'.;L.-t7 7 ENGINEERING DEPARTMENT DENIAL APPROVAL 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. DA Right-of-Way permit is required pri~to construction of the following improvements: ATTACHMENTS D Dedication Appllcatlon D Dedication Checklist D Improvement Appl~lon D Improvement Checklist D Futur~ Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D .Right of Way Permit Appllcatlon D Right of Way Permit Submittal Checklist and Information Sheet D Sewer Fee Information Sheet P:\D0CS\CHKLS1\BP0001.FRM Please see the attached report of deficiencies marked with lSa' Make necessary corrections to plans or s~ions for compliance with applicable codes and standards. Submit corrected plans and/or specifications .. .. +:. ;; -t9'~_ offi~for review. . L)-f q,,.0 f'f'1-f, f/t:-411& ~~, 9 <512&-1:, 1/1/6-, c::j2,..m1 J r" , 11($'/1 I By:~~ ome ~Jd~ ' H I By:B,-¥ ome:~S- By: _________ Date: ___ _ ENGINEERING DEPT. CONTACT PERSON NAME: /tLkc! 4//4/<--._ 7 City of Carlsbad ADDRE~S: 2075 Las Palmas Dr., Carlsbad, CA 92009 PHONE: (619} 438-1161, Ext. . A-4 REV05/11/M 2075 Las Palmas Dr.• Carlsbad,_CA 92009-1576 • (619) 438-1161 • FAX (619) 438-0894 V BUILDING PLANCHECK CHECKLIST SITE PLAN ~ .. ~/nndv' 3rdv' · ~ D D · 1. Provide a fully dimensioned site plan drawn to scale. Show: D A. North Arrow B. Existing & Proposed Structures C. Existing Street Improvements 2. Show on site plan: · 1 :5e-e f ,e/1 t>/;d 6-//4 #" A. Drainage Patterns S. Existing & Proposed Slopes D. Property Lines Easements E. Easements F. Right-of-Way Width & Adjacent Streets C. Existing Topography 3. Include note: "Surface water to be directed away from the building foundation at a 2% · gradient for no less than 5' or 2/3 the distance to the property line (whichever is less)." [Per 1985 USC 2907(d)5]. On graded sites, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus two percenr (per 1990 USC 2907(d)5.). 4. Include on title sheet A. Site address S. Assessor's Parcel Number C. Legal Description F.or commercial/industrial buildings and tenant improvement projects, include: Total building square footage with the square footage for each different use, existing sewer p~rmits showing square footage of different uses (manufacturing, warehouse, office, etc.} previously approved. · EXISTING PERMIT NUMeER DESCRIPTION P:\DOCS\CHKLS1\BP0001.FRM Page 1 of 4 REV 05/11 /14 BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE Wv' 2ndv' 3rdv' ~ D D 5. Project does not comply with the following Engineering Conditions of approval for Project No. ?1 e e/' S--o 3 ~ D D Conditions were complied with by:·~ Date:{~C DEDICATION REQUIREMENTS 6. 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 exceedit-'lg $ ______ -pursuant to Code Section 18.40.030. . Dedication required as follows: ..... · __________________ _ Attached please find an application form and submittal checklist for the dedication process. Provide the completed application form and the requirements on the checklist at the time of resubmittal. Dedication completed by ___________ _ Date: ___ _ IMPROVEMENT REQUIREMENTS 7a. 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 Code Section 18.40.040. Public improvements required as follows: _____________ _ . . Please have a registered Civil Engineer prepare appropriate improvement plan.s and submit them together with the requirements on the attached checklist for a separate plancheck process through the Engineering Department. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of permit. Attached please find an application form and submittal checklist for the public improvements requirements. Provide the completed application form and the requireme11ts on the checklist at the time of resubmittal. Improvement Plans signed by: __________ _ Date: --- P:\DOCS\CHKLS1\BP0001.FRM Page 2 of 4 REV 05/11 /t4 1st./ 2nd./ 3rd./ DD D BUILDING PLANCHECK CHECKLIST 7b. Construction of the public improvements may be deferred pursuant to 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:, ___________ _ Improvement Plans signed by: __________ _ Date: ___ _ D D D · 7c. Enclosed please find your Fut1.:1re lmpr9vement Agreement. Please return signed and notarized Agreement to the Engineering Department. D -Future Improvement Agreement completed by: ___________ _ Date: ------- 7d. No Public -Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. D 7oD D 8a. Inadequate information available. on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 'M' D . St). Grading Permit required. A separate grading plan prepared by a registered Civil /\ Engineer must be Submitted together with the completed application form attached. NOTE: The Gradin Permit must be issued and rou h radin a roval obtained rior / to issuance of a Building Permit. pwt 3 tff( A 'J/~ ~--:f~ Vi 'ft> Grading Inspector sign off by: ptHV"~ Date: ?/v~ D D · D 8c. No Grading Permit required. P:\DOCS\CHKLST\8P0001.FRII Page 3d4 REVOS/11/M BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS. & 2ndv' 3rdv' )!q D D 9. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, trees, driveways, tieing into public storm drain, sewer and water utilities. 1 D D )( D D Right-of-Way permit required for __________________ _ A separate Right-of-Way permit issued by the Engineering Department is required for the following:-------------------------- 10. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. 1-1. INDUSTRIAL WASTE PERMIT is required. Applicant must complete lndustriaJ Waste Permit Application Form and submit for City approval prior to issuance of a Permit. Industrial waste permit accepted by:. ______ _ Date: ___ _ P:\DOCS\CHKLS1\BP0001.FRII Page 4 of 4 REVOS/11/14 --.... , ...... w•1JI!!!."--:--· """'= ,~ City of Carlsbad IGGl,i,hh·l•l4·SiiieU4,ii PLANNED INDUSTRIAL PERMIT May 29, 1995 David MaeKichan 1313 Simpson Way Suite M Escondido, CA 92029 SUBJECT: PIP 9S-03 EXHIBIT ART The City has completed a review of the application for a Planned Industrial Permit for development located on Lot 43 within the Carlsbad Airport Centre. It is the Planning Director's determination that the project is consistent with the City's Planned Industrial Zone regulations (Chapter 21.34) and with all other applicable City ordinances and policies. The Planning Director, therefore, APPROVES this request based on the following: Findings: l) The Planning Director has found that, based on the EIA Part-II, this Subsequent Project was . described in the MEIR 93-01 and EIR 81-06 within their scope; AND there will be no additional significant effect, not analyzed therein, AND that no new or additional mitigation measures or alternatives are required; AND that therefore this Subsequent Project is within the scope of the prior EIRs, and no new environmental document nor Public Resources Code 21081 findings are required. -- 2) That the site indicated by the Planned Industrial Permit is adequate in size and shape to accommodate the proposed use, and all yards, spaces, walls, fences, parking, loading, landscaping and other features required by Chapter 21.34 · of the Carlsbad Municipal Code, in that all development standards regarding building height, building setback, lot coverage and landscaping have been met; 3) That the improverp.ents indicated on the Planned Industrial Permit are iocated in such a manner to be related to existing and proposed streets and highways, in that access to the site is provided from an existing public street; 4) That the improvements as shown on the Planned Industrial Permit are consistent with the intent and purpose of this zone and all adopted development, design and performance standards as set forth Chapter 21.34 of the Carlsbad Municipal Code, in that all development standards-regarding building height, building setback, lot coverage and landscaping have been met; • I • 5) The project is consistent with the City-Wide Facilities and Improvements Plan, the applicable local facilities management plan, and all City public facility policies and ordinances since: a) The project has been conditioned to ensure that building permits will not be iS.5Ued for the project unless the District Engineer determines that sewer service is available, and building cannot occur within the project ·unless sewer service remains available, and the 2075 Las Paimas Drive • Carl.sbad, California 92009-1576 • (619) 438-1161 POOR QUALITY ORIGINAL S Page S 31) Private roads and driveways which serve as required acces; for emergency service vehicles shall be posted as fire lanes in accordance with the· requirements of section 17.04.020 of the Carlsbad Municipal Code. 32) 33) Native vegetation which presents a fire hazard to structures shall be modified or removed in accordance with the specifications contained in the City of Carlsbad Landscape Guidelines Manual. Applicant shall submit a Fire Suppres;ion plant the Fire Department for approval. Plans and/or specifications for fire alarm systems, fire hydrants, automatic fire sprinkler systems and other fire protection systems shall be submitted to the Fire Department for approval prior to construction. An approved automatic fire sprinkler system shall be installed in, buildjngs having an aggregate floor area exceeding 10,000 square feet. This project is located within the Carlsbad Airport Specific Plan. All development design shall comply with the requirements of that plan. Unles; a standards variance has been issued, no variance from City Standards is authorized by virtue of approval of this site plan. The applicant shall comply with all the rules, regulations, and design requirement of the respective sewer .and water agencies regarding services to the project. The applicant shall be responsible for coordination with S.D.G.& E., Pacific Bell Telephone, and Cable TV authorities. · '· Prior to. issuance of a building permit, the property owner shall pay a one-time special development tax in accordance with City Council Resolution No. 91-39. Prior to building permit is;uance, the applicant shall pay the local drainage area fee in conforman<:~e with the Master Drainage Plan. Prior to grading or building permit issuance, the applicant. shall pay all current fees and deposits required. · ~ Pretreatment of the sanitary sewer discharge from this project may be required. In addition to the ~ requirements for a sewer connection permit the applicant shall conform to the requirements of Chapter 13.16-of the Carlsbad Municipal Code. The applicant shall apply for an industrial waste e discharge permit concurrently with the building permit for this project. Based upon a review of the proposed grading and the grading quantities shown on the site plan, a grading permit for this project is required. Prior to issuance of a building permit for the project, a grading permit shall be obtained and grading work be completed in substantial conformance with the approved grading. plan. Prior to hauling dirt or construction materials to or from any proposed construction site within this project, the applicant shall submit to and receive approval from the City Engineer for the proposed haul route. The applicant shall comply with all conditions and requirements the City Engineer may impose with regards to the hauling operation. _Ji, '~ /2: 9~. de~lo~r shall e~ercise speci~ care during the c~ction_ phase of this project to prevent I\ .. » r ;te siltation. Planting and erost0n control shall be provided ll1 accordance with the Carlsbad J ,1; I"'' ..-r---Municipal Code and the City Engineer. Reference Chapter 11.06. /JI' ,..,; (46) The applicant shall comply with the City's requirements of the National Pollutant Discharge ~ ~.). Elimination System (NPDES) permit The applicant shall provide best management practices to V ~ ~ -reduce surface pollutants to an acceptable level prior to 9ischarge to sensitive areas. Plans for · i\~ such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. t) ~ f 12{ h <::f t I"----&--' c . If you have any questions, please call Christer Westman at (619) 438-1161, extension 4448. c: Engineering Department Bobbie Hoder Bob Wojcik Cynthia Haas Data Entry File Copy Bruce Steingraber 24212 Sargeant Road Ramona, CA 92065 ENGINEERING DEPARTMENT ENGINEERING REVIEW SECTION FE.E CALCULATION WORKSHEET . D Estimate based on unconfirmed information from applicant. X Calculation based on building plancheck plan submittal. Address: 19'..//S KELL06&r lt//G Bldg. Permit No. C,,.& ;?.s-=-.2 79 .,,-,,#/:?;VJ.-12.--09;.-P Prepared by: ~ Date: ~g-'ff,{' Checked by:. _____ Date: _______ _ r. EDU CALCULATIONS: List types and square footages for all uses._ t/; ~ 0 z,, .${, · e!>PrtetE ¥--.2-s-o 5 " Types of Use: Ar G-Sq. Fi.f\:1Aits;/.:o2 '/ 3 i> ~~°d(JIJ EDU's:---:='#:~:::;:' ]/:::::::;::1=--- wJl.5£ ?/di/fl 7 ' ?-b ~ Total EDU's:. _______ _ ADt CALCULATIONS: List types end square footages for ell US8.!; -,,,c1/ CJJp,-rcc' J./2f>ZF 11.000 f?S Types of Use: p;,C&-Sq. Ft./tlAits:./..7¥3:/ ~aor, ADT's:. __ :57._G>~---- u//l~E . . 9t:J(UJ 6~(T00 ·1/5" 1//• Total ADT's ..... /.._,1'1,"-=t:,? ____ _ FEES REQUIRED: PUBLIC FACILITIES FEE REQUIRED')! ~ES D NO (See Building Department for amount) WITHIN CFO: ~ YES (no bridge & thoroughfare fee, D NO reduced Traffic Impact Fee) ~ 1.PARK-IN-LIEU FEE PARK AREA: ___ _ FEE/UNIT:____ X NO. UNITS:. __ _ ~ 2.TRAFFIC IMPACT FEE . ADT's/UNITS: / ft} X FEE/ADT: ot, o( ~3-BRlci~E AND THOROU('JHFAAE FEE ADT's/UNITS:____ X FEE/ADT: ___ _ 0 4. FACILITIES MANAGEMENT FEE SO.FT.:d5"'bf'f ¢ 5. SEWER FEE PERMIT~?~/? EDU's: /r& 5 BENEFIT AREA: L . EDU's: ___ _ ¢ 6. DRAINAGE FEES PLDA C. ZONE:. __ .S-__ , ~!) f X FEE/SO.FT.: X FEE/EDU: fl b DRAINAGE BASIN: ,42::. X FEE/EDU: __ _ HIGH X: /LOW. __ _ i/lh~ ACRES{,CJ'-r.¥:::t .:Z,/,? X 'f-1:1. 7. SEWER LATERAL ($2,500 DEPOSll) FEE/AC: J.// J ;f ~8. WATER FEE · EDU's: l, ~ ~ ... ..... -X FEE/EDU: 2-l/o ~ -&--=$ ____ _ =$-=~i;...::::;,.. __ =$/0. d7f 7 ) =$4\,()lti =$·--~=---- =$ ff.7:2.~ = $ ' ~ TOTAL OF ABOVE FEES*: $ ~-9'Z.1 I *NOTE: Thi• calculation sheet la NOT a complete Hat of all fees which may be due. Dedications and Improvements m~y also be required with Building Permits. P:\DOCS\MISFORMS\BP0002.FRM REV 01/04/95 CllY OF CARLSBAD GRADING INSPECTION CHE:CKLIST FOR PARTIAL SITE RELEASE \ DATE: 1-25-9c/" PROJECT INSPECTOR: J2 frlQ<fJee PROJECTID. Plf 9$'"-03 . Gtc. GRADING PERMIT NO. 9~0007 .. LOTS REQUESTED FOR RELEASE: . N/A = NOT APPLICABLE . • 5LA!GL€ L<Dr fLJ//1 IY7 <=-72<€fA-:c.- ../ = COMPLETE O = Incomplete or unacceptable 2nd. 1. Site access to requested lots ·adequate and logically grouped t----+--+-----1 2. Site erosion control measures adequate. ---------' 3. Overall site adequate for health, safety and welfare of public. 1---r-+----t 4. Letter of request for partial release submitted -----5. 8½1 x 11• site.plan showing requested lots submitted. --------4 t---+--+-----1 6. Compaction report from sQils engineer submitted. 7. Engineer of work certification of work done and pad elevations. 8. Geologic engineer's letter if unusual geologic or subsurface conditions exist. 9. Project conditions of approval checked for conflicts --------4 1 o. Can water service be installed prior to bringing building combustibles on site. Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all normal City . D · requirements required pursuant to the building permit process. Partial release of the site is denied for the following reasons: / 125--9!> Date 1&/4- Date Project Engineer Date City of Carlsbad M§U~iht44Rht~l•l4~EiUl,t¥hil TO: DEVELOPMENT PROCESSING SERVICES i=ROM: ENGINEERING INSPECTION DIVISION ' / DATE: .. . 7-25 -9~ ROUGH GRADiNG APPROVAL FOR PROJECT No.tJA9S-O(()c07,, Pit° 9S-03 (P.E. OR TRACT#) I .£kll(e;/;,-4RI /9/./~ ki;-tL<JGG 4~t!F . (PROJECT NAME & ADDRESS) 114MM4:tl ta/J.5ZkuazaAJ 475 HI. /3t?ADL€Y At/£.. B-&iJ0&1 9ZD2.o (DEVELOPER'$ NAME '& ADDRESS) . 7 _ . . We have inspected the grading for Lots ,13 or Phase __ _ of the above mentjoned proj~ct. In addition, we have received rough grading certification..-- .from 5/JGZ/A?.. ~4Z004:~.S . , the Soils Engineer, dated 1-13-?S and from {!, TE'i{){! . , the Supervision Grading Engineer, dated 7-13::9:/, and are satisfied that the rough grading has been completed in accordance with City Standards. · · Bas.ed on these certifications and our observation, we take no exception to the issuance of a building permit for Lots . 4 3 · or Phase -of project • . from ·a grading standpoint. This release, however, is not intended to certify the project from other .engineering concerns including site development, water or sewer availability, or final grading. . . . We will need to be advis~d prior to the issuance of a Certificate of Occupancy so that we can verify that final grading and landscaping has been completed in accordance with the approved plans for the project. APPROVED: --~ PROJECT GRADING fNSPECTOR. H:\Ll~RARY\DPS\WPDATA\INSPECnROUGGRAD.FOR 2075 Las Palmas Drive • Carlsbad, California 92009-1576 • (619) 438-1161 City of Carl.sbad . . .. _ Fire Department 95040 • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date o:f Report: Tu~sday; Au~ust 8, 1995 Reviewed by: C.. ~a,_Q_<-k Contact Name Bruce . Stelngraber . Address 24212 Sargeant Rd. City, State Ramona CA 92065 Bldg. Dept. No. 95'.'2_79 _. Planning No. PIP95-03 Job Name Exhibit_A~ --------------------------------- Job Address _1_9_45_K_e_llo....,9,...9..__. __________________ _ Ste. or Bldg. No. ____ _ 181 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, mu.st be reviewed .by this office to insure continued conformance with appl_icable codes. Please review carefully all comments attached, as failure to comply with instructions in this r~port 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. ForFire Department Use Only Review 1st. __ _ 2nd. __ _ 3~'----- Other Agency ID CFD Job# 95040 File#_. ______ _ 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 0 c~t"srr 41tr t) S,Wc_.RJ'2A-L ~GT(ON...b fl \ \ . \ 1-4-, Sve,f\Jtl--tN. St* ~ $ ,P,.b<.-( ~Li ~f'[lClF rco ON ~= ft2P-n l N ~ rL~~ ' I', LIL' -(t • 'Cl:, yv\~tlow-;. 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I i I l HOROWITZ TAYLOR ENGINEERING 3914 MURPHY CANYON RD, #Al00 SAN DIEGO, CA 92123 (619) 560-4383 Title: Scope : Number: Mi~c bsngr: Date:25-Apr-95 ----·--------------------------------------------------------------BASEMENT RETAINING WALL DESIGN Page --------------------------------------------,. --------------------------- DESCRIPTION>> >> ~---~-----SOIL DATA ALLOWABLE BEARING = AC'rIVE FLUIP PRESS= ------------3, oo·o psf 90 pcf DESIGN FLUID PRESS= {Corrected for backfill SLOPE OF BAC~FILL = (horiz:vert,0=level) PASSIVE LATERAL = pcf slope) 2 : 1 250 ps:t: SOIL DENSITY = 110 pcf SOIL HT OVER TOE = 8 in (cap·' t exceed top support ht) ---------VERTI~AL LOADS AXIAL DL ON STEM = AXIAL LL ON STEM = .•• ECC. (Toe side '+')= SURCHARGE OVER TOE = SURCHARGE OVER HEEL = 273 plf 390 plf 6 in psf psf ---------LATERAL LOADS----------- LATERAL LOAD ACTING ON STEM ABOVE SOIL = ADD'L LATERAL LOAD = ... TOP FTG. TO START = ... TOP FTG. TO END = A ••• ('+' increases sliding) psf plf ft ft A ------------------------·-WALL & FOOTING DAT~------------------------ % FIXITY@ BASE OF WALL (100% = full fixity) 90 % HT. ABOVE TOP SUPPORT DIST. TO TOP SUPPORT· = ft 25.-00 ft RETAINED SOIL HT.= 10.00 ft ------- Total Wall Height 25.00 ft KEY DEPTH KEY WIDTH KEY DIST. TO TOE FOOTI~G' THICKNESS = = = = in in ft 12 in TOE WIDTH HEEL WIDTH = = 4.00 ft 1.50 ft Total Footing Width = 5.50 ft (Toe Width= Location of face) _ ---------'------------------GENERAL SUMMARY ----------------··· ----------1 Pressure@ Toe · Pressure @ Heel Allowable Press. Sliding F .o. S .. ~ = 2, 5_5-4 psf = psf = 3 1 000 psf =999.00 Restraint Force Req'd at Top of Wall = 456.5 lbs Ecc. of Resultant Kern Distance Footings 1-Way Shear: @ Toe @ Heel . Allowable Shear = 16.195 in = 11 in = = = 57.6 psi 0.2 psi 85.0 psi Additional Restraint Footing Overturning Req'd at Bottom= . lb$ Stability Ratio 1.53 :1 -------·---------------------------------------------------------1 --------------------SLIDING CHECK@ BASE---------------------------- Sl~b Used To Resist Sliding ? Y FTG/SOIL FRICTION = 0.3 SOIL TO NEGLECT = Factor of Safety =999.00 y/n in Laterai Pressure : lbs -Passive Pressure lbs -Friction Pressure : lbs ------- Addn'l Force Req'd = lbs HOROWITZ·TAYLOR ENGINEERING 3914 MURPHY CANYON RD. #AlOO Sllli PIEGO, CA 9~123 (619) 560-4383 Title : Scope: Number: Misc Dsngr: Date:25-Apr-95 ---. ·----------------------------------------· --------------------------BAS~MENT RETAINING WALL DESIGN ----------------------------------------------------------------------------------------------FOOTING DESIGN------------------------------- Soil Press. Mult. --Toe- By ACI Eq 9-1 psf= 3,631 Mu -Upward ft-#19,830 Mu -Downward ft-# 2,501 · Mu -Design ft-#17,329 One-Way Shear: Actual psi= 57.6 Allow* .85 psi= 85.0 Cover over Rebar in= 3.00 RU= Mu/bdA2 psi=237.70 AS REQ'D ~nA2= 0.455 --Heel-. 475 (475) 0.2 85.0 3.00 6.5181 0.151 f'c = 2500 psi Fy = 60000 psi Min. Asteel % = 0.0014 USE SP UNDER HEEL? N y/n .......... Rebar Choices ........ . --Toe-- #4@ 5.28 in #5@ 8.18 #6 @ 11. 61 #7@ :)..5.83 #8@ 20.84 o.c. II II II II --Heel-- 15.87 in 24.60 II 34.92 II 47.62 II 48.00 II #9 @ 26. 3'8 . ·STEM DESIGN BETWEEN LATERAL SUPPORTS II 48.00 II ----------------- MATERIAL TYP.E •.•.. 1 :Mas., 2: Cone : Em= f'm * n: Modular Ratio= Allowable F& = NOMINAL THICKNES-S = 2 750 psi 9.3 9.25 in Masonry Data ... f'm = ------------Fs = LOAD DURATION FACTOR SPECIAL INSPECTION? .. . SOLID GROUTING ? .. . l=LtWt',Z=MedWt,3=NrmWt. Concrete Data. . . f' c = Fy = CONC. COVER OVER REBAR· 1500 psi 24000 psi 1 N y/n N y/n 2 3000 psi 60000 psi 1 in NOTE!! Maximum Moment Occurs at 7.70 ;ft above Top of Footing 'i'op .8 Ht .6 Ht .4 Ht .2 Ht Bottom ----------------------------------------------D.IST. ABOVE FTG = 7.7 2.5 ft BAR SIZE # 5 6 6 BAR SPACING = 16 .. 9 9 in .~.~O:Cfitr,1:Edge ? 1 1 1 Rebar 'd' Dist. 4.63 4 •. 63 4.63 7.94 7.88 7.88 in Wall Side w/Tension: Front Front Front Front. Earth Earth Moment .•.. Actual = 5840 -2591 -16356 ft-# Moment •... Allow = 8065 19267 19267 ft-# Shear .•... Actual = 0.2 41.4 76.5 lbs Shear ..•.. Allow ' 93.1 93.1 93.1 93.1 93.1 93.1 lbs = Wall Weight = 111.8 111.8 111.8 111.8 111.8 111.8 psf .MASONRY STEM DATA •••••••••••••••.••.••••••••..•.••••••••.••..•.•..•.•• Interaction Val u.e - Actual fa Actual fb = psi psi MOMENTS@ BASE OF WALL •....... Used to find resultants & eccentricities ------------------------------~----~------------------------------------(About Toe@ Bottom 0£ Footing) Shear@ top of footing (to;E) = Moment@ T.O.F. from stem fixity= Force (lbs) Distance Vertica Lateral (ft) Moment (ft-#) ----------------------------- --4251.75 1. 00 4251. 75 9621.03 .. , HOROWirz TAYLOR ENGINEERING 3.914 MURPHY CANYON RD. #Al00 SAN DIEGO, CA 92123 (619) 560-438~ -~- Title : Scope : Number: Misc : Ds'ngr: Date:25-Apr-95 --------------------------------------------. ---------------------------BASEMENT RETAINING WALL DESIGN -------------.----------------------------------------------------------Active press~re@ heel side Active pressure @.toe side -Soil weight over heel Surcharge load over heel Footing weight Stem weight Applied axial load on stem Soil weight over toe Surcharge load over toe Totals = = =-816.7 = =-797.5 =-2794. = -663 =-293.3 = ------- =53·64. 8 lbs -----~-- 945 -105 0.49 465 0.43 -45 5.14 -4195.8 2.75 -2193.1 4.39 -12254. 3.89 -2576.0 2.00 -586.66 -7512.9 ft-# @ HOROWITZ TAYLOR ENGINEERING 3914 MURPHY CANYON RD. #AlQO S,Jlli DIEGO, CA 92123 (6;L9) 560-4383 Title: Scope: Number: Misc : Dsn9r: Date:ll-May-95 ------------------·----· -------------------------------------------------BASEMENT RETAINING. WALL DESIGN Page ----------------------------------------. ------------------------------- DESCRIPTION :: ± ~l l-/NC'(l.6tr'Se : /01/Uf: i ?Of-:.{-' + Sef/0 ----------SOIL DATA---------------------VERTICAL LOADS ALLOWABLE BEARING = 4,000 psf AXIAL DL ON STEM = 273 plf plf 6 in ACTIVE FLUID PRESS= 90 pcf AXIAL LL ON STEM = •.. ECC. (Toe side '+')= DESIGN FLUID PRESS= (Corrected for backfill SLOPE OF BACKFILL = (horiz:v~rt,O=level) PASSIVE LATERAL = pcf slope) 2 : 1 300 psf SOIL DENSITY = 110 pcf SOIL HT OVER TOE = 12 in (can't exceed top sup:port ht) SURCHARGE OVER TOE = psf SURCHARGE OVER HEEL = psf ---------LATERAL LOADS----------- LATERAL LOAD ACTING ON STEM ABOVE SOIL = psf ADD'L LATERAL LOAD = 34.7 plf ... ~ TOP FTG. To START -= ft •.•• TOP FTG. TO END = 24 ft A ••• ('+' increases sliding) ... A --------------------------% FIXITY@ BASE OF WALL HT. AB.OVE. TOP SUPPORT = DlST. TO TOP SUPPORT = WALL & FOOTING DATA-------------~--- (100% = fui1 fixity) ~ 1.00 ft -------- 25.00 ft RETAINED SOIL HT.= 10.00 ft Total Wall Height 26.QO ft KEY DEPTH = 15 in TOE· WIDTa = 2.00 ft KEY WIDTH = 12 in HEEL WIDTH = 4.00 ft KEY DIST. TO TOE = 3 ft ------- FOOTI.NG THICKNESS = 12 in ·Total Footing Width = 6. 00 ft . . · · ( Toe Wi_dt};l = Location of face) ------------·----------GENERAL. SUMMARY ----------------------------1-.. · Pressure@ Toe Pressure@ Heel Allowable Press. = 3,818 psf = psf = 4,000 psf Ecc. of Resultant Kern Pistance . Footings 1-Way Shear: . Sliding F. o .. s. =999. oo @ Toe · .::: O'fl @ Heel Restraint Force Re~-'~ Allowable Shear at Top o'f Wall 573.3 lbs· u~S, = 18.632 in = 12 in = = = 48.7 psi 40.0 psi 76.0 psi Additional Restrai -Footing Overturning Req'd at Bottom = · lbs · Stability Ratio 1. 75 : 1 --------------------------------------------------------------1 SLIDING CHECK@ BASE---------------------------- Slab Used To Resist Lat~ral ?ressure lbs Sliding ? y y/n -Passive Pressure· lbs FTG/SOIL FRICTION = 0.35 -Friction Pressure lbs SOIL TO NEGLECT = in Factor of Safety =999.00 A<;ldn'l Force Req'd = lbs HOROWITZ TAYLOR ENGINEERING 3914 MURPHY CANYON RD. #Al00 SAN DIEGO, CA 92123 Title scope Number: (619) 560-4383 Misc Dsngr: Date:ll-May-95 ----. '-------------------:, ---------------------------------------------BASEMENT RETAINING WALL DESIGN -----------------------------------------:------------------------------ -----------·-------------FOOTING D'ESIGN ------------------------------- Soil Press. Mult. --Toe---Heel-f 'C = 2000 psi By ACI Eq 9,....1 psf= 5,345 Fy = 60000 psi Mu -Upward ft-# 9,049 796 Min. Asteel % = 0.0005 Mu -Downward-ft-# 728 9,988 USE SP UNDER HEEL ? y y/n Mu -Design ft-# 8,321 (9,193) .......... Rebar Choices ......... One-Way Sh~ar: --Toe----Heel-- Actual psi= 48.7 40.0 #4 @ 8.48 in o.c . 7.64 in Allow * .85 . 76.0 76.d #5 @ 13.14 II 11.85 II psi= Cover over Rebar in= 3.00 3.00 -#6 @ 18.65 II 16.82 II Ru = Mu/bd"'2 psi=114.14 126.09 #1 .@ 2-5. 43 II 22.93 II AS REQ'D in"'2= 0.283 0.314 .#8 @ 33.48 II 30.19 II #9 @ 42.39 II 38.22 II ---. ,, --------·-STEM DESIGN BETWEEN ~ATERAL SUPPORTS -----------------Masonry Data ... f 'm = · 1500 psi MATERIAL TYPE ..... ------------Fs = 24000 psi 1:Mas,2:Conc 2 LOAD DURATION FACTOR 1.33 Em= f 'm * 750 psi SPECIAL-INSPElCTIQN ? ••• N y/n n . Modular Ratio = 9.3 .SOLID GROUTING ? ••• N y/n . Allowable Fa = 1=LtWt,2:=MedWt,3=NrmWt. 3 -------Con,crete Data ... f'c = 3000 psi NOMINAL THICKNESS = 9. 2.5 in Fy = 60000 psi -------CONC. COVER OVER REBAR 1.5 in NOTE!! Maximum Moment Occurs at 8.96 ft above Top of Footing -:0. I ST. ·ABOVE FTG BAR STzE· # BAR SPACING - •••. 0:Cntr,1:Edge ? Rebar 'd" Dist. - Wall 8ide w/Tension: ·Moment •.•• actual = Moment ..•.• Allow Shear ... ~.Act~al = ·Shear ..... Allow· = Wall Weight = Top • 8 Ht .-6-Ht . 4 Ht . 2 Ht Bottom ~-~---~--------~---------------------No Good - 25 20 15 10 5 ft 5 5 5 5 · 5 5 iO .-10 10 10 10 8.in 1 1 1 1 1 1 7.44 7.44 7.44 7.44 7.44 7.44 in Front Front Front 4170 7125 11838 11838 J,.1838 8.3 5.0 93.1 93.1 93 .. 1 111.8 111.8 11.1.8 Front 8606 11838 1.7 93.1 111.8 Front 5424 11838 23.1 93.1 111.8 Earth -18332 ft-# 14606 ft-# 89.8 lbs 93.1 lbs 111.8 psf • MASONRY STEM DATA •••••••• • •••••••••••••••••••••• _ •••••••••••••••••••••• Interaction va_iue = Actual fa = psi Actual fb = psi MO.l"1ENTS@ BASE OF WALL .......• Us~d to find resultants & eccentricities ----------------------------·---------· ·-------------------------------- (About Toe@ Bottom of Footing) Shear@ top of footing (tof) = Moment@ T.O.F. from stem fixity= Force (lbs) Distance Vertica Lateral (ft) Moment (ft-#) ----------------------------- 4714.54 1.00 4714.54 10783.7 oi$l HOROWITZ TAYLOR ENGINEERING 3914 MURPHY CANYON RD. #Aioo SAN DIEGO, CA 92123 (619) 560-4383 ~·· ~ Title : Scope : Number: Misc· : Dsngr: Date:ll-May-95 '---------------------------.------------------~----------------------· . BASEMENT RETAINING WALL DESI.GN -------------.-.----------------.---------------------------------------Active pressure@ heel side . Active pressure @ toe side Soil weight over heel· Surcharge load over heel Footing weig:Q,t Stem wei.ght Applied axi·a.l load on stem Soil weight over toe Surcharge load over toe Totals = = =-3'838. = =-1051. =-2906. = -273 ----220 = ------- 945 -135 0.49 465 0.44 -60 4.43 -16989. 3.09 -3244.3 2.39 -6932.1 1.89 -514.71 1.00 -220 -11997. ft-# @· /.. t-:v1 ~-:--r:) , __ ·J.O~I -·r., T ~- :-.t -·-· ·--------·-·--'--------J_ __!___, __ i ---·!·· ---·, -_, -- l I : ___ !_ -----~--) , _1 ____ ; ____ _ • ' j 1 ··-·---·---· ------· --·---------L----·-. · : , +,: : : . i~·An) (' : ) · A : 1 • :..c. ~,111 , c.-/ , _ " · -----+~--~-; --j---~---~.-~----:-,-· ·-'-"~--,--, ' ' I ; '. ! l \ l : i -: ;. : : • j . ---- JI --a.· ' --------. --· -----'----'--.. ----; -· ---- j ! i t ; . -··--y--------·-·· ···--· I I ! . : .• l __ I--~--___ _ l l ; -i_ ·_l ___ , __ i ·---'---~r. i 1' i i 1' : I I . 1 '.··-1· :-' ·:··-;-· ·----;---'. -· ___ (·-------., i l ·1 --·1 ---· 1-~--- \_J, 12' r~(~sx1ri) -- -i . . i' 5s;-' . -_.. . " . - ___ i_ __ _ l. --l--___ , ----·-- I I I I I I ' ..... ---... ··r--. -·, ------ i I . --·: ·--r·--. ' : I ! j [ ' j 1 , i --·------'·-·--·- 4-,1- • ---.. ' • -: t ~ • ,......._._ •--, ---I ; I ' I ; I i ' I ; i i --',• ___ j: -------.-------- ,, k... > -r--i -i ... : -; .. i' ··-r--r-----·· . ----i--·; ---·---i ··_ ,--' . --i-, .,, i---:,-t, -----:---:----:·-··· . i, ··-,·-·-!, 11'--+--,·--~---··, -----· . ----- ___ 1_ -7-·---.. ·1··--t--·;--·:-e·-·;·-'---;---. --·---------· t i 1 I ! : ! , __, : i --+--,..' ______ _,__-"----,---· · ----· --· i-,--r·--1 , I ' . I I l : • --~ ------------•• -+--'----l-------'-I ----t-·, ··;-----·,---r--: r-·-·: ! : ··1--r--------·--· ---·------------- I : 1 -1---i--r-~---1---f-···-1----1--n----L---:·-------------------------------------·--;-·· I •·-•!•---~-.---~----~-----:----:------1--;--~---C • • +-·-t·-t--:·-·--'-:·----·. -··-----------~-• •--·---•• ---· - : I ' I : ' ' l . l l I ' '. __ ,_ .. -----+. ' -: ;-,_ '-'--1--· 17 i --,--'-:------- ·+---+--i-···-, ·--·'·-~---;-··--!...--1 .. ------:----: i----·---;----: __ : ----·-;··--·-· -!---:---..!--+--~--!----i-------.-i----+--r·-·:-..i __ j_ __ :----'-____ _! ____ --------·--- / ! i L_J ·-I ~ l --+--J-T-i=r 1 [ : ---l~~ 1 , -r-1--r : -----~j-:__r-~ -------. . . 1·-·' r ! -~I' +-·--1' -+-·t-·-:----f-·-; ' I ~-~ -----. ---:-~--;-~---:·-----~- , j · . i ! I i ! l I l i. : ____ ---.. ' --~----·-· -C .. \t~.L: .. _ -~--·--:_ · · --1----1----,-.. I 1· I ' i T--r-i---r--r-,--, --r . --, I • ' j l I i I i l ' I I I ' i i . i ; ·-+--, ---------~---;--:--1--·:·· --,---:·---; __ -_:: : : 1--;---r-·-. ----c.-:::-._---:~~~-·------.. ~-------------- .. , -·· _. . . . EXHIBIT ART BUILDING FR-1 Units Option . us . AISC" Code Checks . 9th . Shear Deformation: Yes P--Delta·Ef;fects .. Yes . Redesign . No . Edge Forces . -No . RISA-2D (R) version 3.uv Standa+d Edition ASD A.S.I.F. . 1.333 . Job -----Page ____ _ Date ----- ---------------------------·--------· ,--------------------------------------Node _ Boundary Conditions No _ X-Coord Y-Co-ord x~dof Y-dof Rotation Temp. -~~---~----(ft)--------(;ft)_-----(in,K/in)----(in,K/in)---(r,K-ft/r)-----(F)- 1 0 . 0 0 .0 . 0 0 R R : R O . 0 0 iii 2 o.oo 12.50 0.00 3 20.00 12.50 STORY 1 0.00 4 20.00 _ O.QO R R R 0.00 . . ----------------.. ----------------------------------------------------------Material Elastic Poisson's The+roal Weight Yield Stress :i:,abel Modulus Ratio .coefficient Density (Fy) --~-~----~~----(Ksi)-----------------------(F)-~------(K/ft3)------(Ksi)---~ STL ·. 29000.00 0.30000 0.6.5000 0.490 36.000 • --------• • -------------• • •o~ --: -r • • -·---------0 --------------• .-•• 0 • -------- Section Database Matl. .Area Moment of As y/y Label Shape Set Iner:tia Coef -----~--------.-.,-------------_------------.... --(in,.. 2 )---------(-in" 4) ----------------- COL WlOX~6 . STL 7.~1 144.00-0 1.20 . BM W14X26 STL 7. 69 245. 000 1. 20 ----------------1 ----------------·------------------------------------------I -J I · Releases J . . End Off sets No Node Node s·ection x y z x y z Sec Sway I J Length --------------------------~----------~----------------(in)----(in)~-----(ft) 1 1 --_2 -COL Y 12 .. 50 2 2 -3 BM Y 20.00 3 3 -4 COL Y 12.50 ..;.-~~---~------~--~-~----~--:-----------~--------------------------------.----------- I J Unbraced Lengths K Factors Bending Coefs No Noqe Node Lb-in Lb-out Le In out Cm Cb ~-------~-----------(ft)-----(ft)-----(ft)---------------------------------- 1 l -2 . 1.20 RISA-2D (R) Version 3.00 EXHIBIT A.RT BUILDING FR-1 Job -----Page Date----,-- --------------------- -,----------.------------------·------.------------.--------.---------------I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Le In Out Cm Cb --------------------(ft)-----(ft)----(ft)---------------------------------- 2 2 -3 0.00 1.20 3 3 -4 1.20 -------------------.------------.-------------------------------------------BLC No. Basic Load-Case Description Load Totals Nodal Point Dist. --.-----. -----------------------------------.-------------------------------1 -DEAD 2 LIVE 3 SEISMIC Nodal Loads, BLC 1: DEAD 2 2 1 1 1 -------------------------------. ---------------------------------------· Node -Number Global X Global Y Moment _ s: ----~------------------~(k)---~--------------(K)------------------(K-ft)---- 2 -0.000 ·3.500 0.000 3 0.000 3 .. 220 0.000 _Member Distributed Loads, ·BLC 1: DEAD ___ . ________________ , ____ ~ ---.------.-.-. -----.----------------------------- Memb I ·J Start.. End Start End · N.o Node Node Dir Magnitude . · Mag:p.itude Location Location -~~-------------------~--(K/ft,F)--~--(K/ft,F)----~----(ft)~~-------(ft)----· · ~-2 -· 3 Y O.lQO ·o.100 · 0.000 29.000 Nodal Loads, BLC 2: LIVE -·---------------------------·---------·-----------·------------------------Node -N"Q!Ilb_er Global X · Global Y Moment ---~--------~-----------(K)---~--------------(K)------------------(K-ft)---- 2 0 .. 0-00 . 17.500 6.000 3 0.000 16.100 0.000 Meml:>er Dist:i;-ibuteci Loads,BLC _2: LIVE -------,_, -------·------~~-----· ----------------·-----------· ---------------~ Memb I J Start End ·start End No Node Node Dir Magnitude Magnitude Location Location --------~--------~--~----(K/ft,f)-----(K/ft,F)---------(ft)------~--(ft)---- 2 2 3 y · 0,500 o.5oo ·o.ooo 20.000 1 EXHIBIT ART BUILDING FR-1 RISA-2D (~) Version 3.00 Job -----Page -----Date ----- ------------------------ Nodal Loads, BLC 3 : SEISMIC ------~--------------------------. ------------------------------------Node Number Global X Global Y Moment -----------------------(~)----------.-----(K)------------------(K-ft)---- 2 . 12.500 0.000 0.000 -----~.------------------:----------------"--------. -------------------------Load Combinatio~ No. Description Self Wt BLC BLC BLC BLC BLC pir Fae Fae Fae Fae Fae Fae W E DYNA S V -·----------------------------------------------------·---------------------1 DEAD Y -1 2 DEAD+L;I:VE Y -.1 . 3 SEISMIC 4 SE.IS.+.85 DEAD 5 SEIS.-+.85 DEAD '6 .DEAD+LIVE+SEIS.+ Y -1. 7 DEAD+LIVE+SEI_S.... Y --1 Dynamic Analysis Data Number of modes (frequencies) Basic Load cas, for masses Ac·celeration. of. Gravity 1 1 1 1 1 1 Load Combination is 1: DEAD Nodal DispJ_.~cements -1 -1 2 -1 -. 85- -.85 -i -i ~ -1 2 -1 3 None 3.2. 20 . . . 3 1 y 3 1 y 3 -1 y 3 1 y 3 -1 y ------.------------------·-------· ------------------------------------- Node .. ·. · -Global X Global Y. . · -Rotation ~~-~----~---------~--(in)-------------~---(in)-~--------------(rad)--------- 1 -0.00000 ~0.00000 0.00000 2 o.oooi2 -0.00335 -0.00031 3 -0.00022 -0.00316 0.00031 4 0.00000 -0.00000 -0.00000 Load Combination is 1: DEAD Spring Reactions ---~----~------------~------~----------------------------------------------- Node Glob~l X Global Y Moment ------· ---. ---· -------( K) · --.-------.. -------( i<) ---------------( K-ft) --------- 1 0. 31392 · 5. 08521 : -1. 24599 4 -0.31392 4.80552 1.24281 ';['otc;ils 0.00000 9.'89073 -0.00318 !l· EXHIBIT ART BUILDING FR-1 RISA-2D (R) Version 3.00 Job -----Page -----Dat.e ----- ·------, -------------------=------========================================== Load Combination is 1: DEAD Member ~nd Forces -------------------~-----------------------------------------------------Nodes ==========I-End========= ===·====== J-End ========== · No :t J Axial Shear Moment Axial Shear Moment ---,-:----------~-(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-2 5.09 -0.31 -1.25 -4.76 -0.31 -2.68 2 2-3 0.31 1.26 2.68 -0.31 1.26 -2.68 3 3-4 4.48 0.31 2.68 -4.81 -0.31 1.24 Load Combination is 1: DEAD AISC Code Checks --·--.---------------------------------------------------------------------- No Nodes :t j Maximum 0 Member Quarter Points 1/4 1/2 3/4 L Shear '------------·--------------------------------. ------------------------------1 2 3 1-~ 2.-3 - 3-4 Q.1071 0.0543 0.1040 0.0822 0.0406 0.1040 0.0617 0.0317 0.0854 0. 069-8 0.054~ 0.06"67 0.0885 0.0316 0.0585 0.1071 0.0407 0!0790 0.0081 0.0-247 0.0081 Load Combination is 2: DE]µ)+LlVE Nodal Displacements ------------------------------------------------------------------------ Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)--------- 1 --0.QOOOO -0.00000 0.00000 2 0.00053 -0.01864 -0.00153 3 -0~00115 -0.01750 0.00154· . 4--o .• 00000 -:-:o. bbooo -o. 00000 Load Combination is 2: DEAD+LIVE Sprin:g Reactions -----------·----,---------------~ -----·-----------------.------------------ ·Node Global X Global Y Moment ----... -----------~-----( K ),--------_-----------( K) ---------------( K-ft) --------- 1 1.55810 27.58445 -6.18579 4 -1.55810 25.90£27 6.16613 Totals OL0000-0 S3~49072 · -0.01966 Load Co:qtbination is 2: DEAD+LIVE Member End Fore.es ----------~----------------------:-----------------------------------------Nodes =~======I-End·========== ========== J-End ========== No I J Axial Shear Moment Axial Shear Moment ---~--~--------(K)-~------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- l 1-2 27.58 -1.56. -6.19 -27.26 1.56 -13.29 2 2-3 1.56. 6.26 13.29 -1.56. 6.26 -13.31 .., RISA-2D (R) Version 3.00 Job -----Page Date ___ _ EXHIBIT ART BUILDING FR-1 -. --------------. -----------------------------------------------------------Nodes ==========I-End======== ========== J-End ========== No I J Axial Shear Moment Axial Shear Moment -----~---------(~)----~---(K)~-----(K-ft)-------(K)~-------(K)--~---(K-ft)-- 3 3-4 2S.58 1.56 13.31 -25.91 -1.56 6.17 Load Combination is 2: DEAD+LIVE AISC Code Checks ---------------------------·------------------------------------------------Nodes No I :J Maximum 0 Member Quarter Points· 1/4 1/2 3/4 L Shear ---------------------------------, _________________________________________ _ 1 2 3 1.... 2 2-3 3-4 0.5423 0.2693 0.5231 ·o. 4206 0.2016 0.5231 0. 3-336 . 0.1572 .0. 4383 . 0.3722 0.2693 0.'.?534 0.4573 0.1570 0.3143 0.5423 0.2019 0.4010 0.0403 0.1226 0.0403 Load Combination is 3 : SEISMIC Nodal Displacements . --------·---~ ------------------------.----------. -,----------.--------~ Node Global X . Gl0bal Y Rotation ---------------------(in)----.· ----------(in)----------------(rad)--------- 1 0.00000 0.00000 -0.00000 2 0.64075 0.00228 -0.00241 3 0.63407 -0.00228 -0.00236 4 0.00000 ~0.00000 -0.00000 Load Combination is 3: SEISMIC Spring Reactions ----------------------------------------------------------------------------, . . . .. . . -. Node Global X Global Y Moment ---------------------{K)----------------(K)---------------(K-ft)--------- 1 -6~28847 -3.35284 44.79671 4 -6.21153 3.35284 44.39707 Totals -12.50000 0.Q0000 89.19378 Load Combination is 3: SEISMIC Member End Forces ---------------·-------------------., -------.-------------------------------Nqdes ========== I-End ==== ==== ========== J-End ========== No I J ~ial Shear Moment Axial Shear Moment -----~---~~----(K)--------(K)~---~-(K-ft}~------(K)--------(K)------(K-ft)-- 1 1-2 -3.35 6.27 44.80 3.35 -6.27 33.63 2 2-3 6.21 -3.35 -33.63 -6.21 3.35 -33.42 3 3-4 3.35 6.23 · 33.42 -3.35 -6.23 44.40 • ~ - EXHIBIT ART .BUILDING FR-1 RJSA-2D (R) Version 3.00 Job -----Page -----Date ----- =====-==--=-~--==--===-"~=-======-=====-==.=============================== -= · Load Combination is 3 : SEISMIC AISC Code Checks ------.-.--------------------------------------------------.----------------Nodes No_ I J MaximUiil 0 Member Quarter Points 1/4 1/2 3/4 L Shear -------------------------: -, __ .------·----, ________________________________ _ 1 2 3 1-2 2·-3 3-4 0.6850 0.3949 0.6921 Load Combination is 4 Nodal Displacements 0.6850 0.3949 O. 52_80 0.3919 0.2146 0.2372 SEIS.+.85 DEAD 0.0988 0.0343 0.1104 0.2249 0.2124 0.4012 0.5180 0.3927 0.6921 0.1217 0.0492 0.1208 ----· ----------~--· --------------------------------------------------------- Node Global X Global Y Rotation ------~--------------(in)-----------------(in)----------------(rad)--------- 1 0.00000 -0.00000 -0.00000 2 0.64243 -0.00032 -0.00262 3 o.63552 -0:00412 -o.no216 $ 4 0.00000 -0.0000-0 -0.00000 µoad Co:ml;:>ination is 4 Spring Reactions SEI-S.+.85 DEAD ' " ----. -----------------------------------------------------------------------. --- Node Global X Global y; Moment ---------_ --------(K)------------------(K)--_------------(K-ft)--------- 1 · -6.07647 · 0.46356 44.06967 . 4 · --6.42353 6.94844 45.34673 Totals -12. 5000-_0. -· 7. 41200 89. 41640 Load Combination is 4: Member End Forqes · SEIS. +. 8-5 DEAD -------------------------· -----------------------------------------------Nodes =======I-End======.== =·======== J-End =======.== No -I J Axial Shear Moment Axial Shear Moment --~------------(K)--~-~~--(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-2 0.46 6.08 44.07 -0.46 -6.08 31.91 2 2-3 6.42 -2.51 -31.91 -6.42 4.21 -35.32 ~ 3-4 6.95 6.45 · 35.32 -6.95 -6.45 45.35 Load Combination is 4: SEIS.+.85 DEAD AISC Cod.e Checks ----------------------------· ------------------------------------------------Nodes No ·I J Maximum 0 Member Q:uarter Points ·1/4 1/2 3/4 L Shear ------------------------------------------: ~--------------------------------1 2 1-2 2-3 0.6627 0.4142 0.6627 0.3775 0.3788 0.2311 0.0948 0.0617 0.1970 0.1991 0.4810 0.4142 @ 0.1179 0.0619 .. EXHIBTT ~RT BUILDlNu FR-1 ~ISA-2D (R) V~rsioQ 3.0U Job -----Page Date ____ _ . . --------.-------------------------------------------------------------------Nodes No I J .Maximum 3 3-4 0.7367 Load Combination is 5 : Nodal Displacements 0 0.5867 Member Quarter Points 1/4 · 1/2 3/4 0.2853 0.1338 0.4352 SEIS.-+.85 DEAD L 0.7367 Shear 0.1252 ---·----------------------: ------------------------------------------------- Node Global X . Global Y Rotation . --------------------(in)-----. -----. ------(in)--------------. -(rad)--------- 1 -0.00000 -0.00000 0.00000 2 -0.64232 -0.00488 0.00220 3 -0.63583 -0.00015 0.00258 4 -0.00000 -0.00000 0.00000 Load Combinc~.tion is 5_ : _Spring Reactions -SEIS.-+.85 DEAD ---------------------------------------------· ------------------------------ Node Global X Global Y Moment --------------------(K)------------------(K)---------------(K-ft).--------- 1 6.47092 7.18602 -45.75109 4 6.02908 0.22598 ~43.67285 Totals 12.50000 7.41200 -89.42393 Load Combination is .5 : -Member End · Forces SEIS.-+.85 DEAD ------· ------------------------·-----.· ____ , _______________________________ _ Nodes ====I-End----------========== J-End ========== No I J Axial Sh~ar Moment Axial Shear Moment ---------------( K) -----------( K) -,.-----( K-ft) -------( K) --------( K) ------(.K-ft) -- 1 1-2 1.19 -6.50 -45.75 -7.19 6.50 -35.52 2 2-3. -6.0~ 4.21 35.52 6.03 -2.51 31.70 a 3-4 0.23 -6.03 -31.10 -0.23 6.03 -43.67 Load Coinbi_nation is 5 :· AISC Code Checks SEIS.-+.85 DEAD -.-·. ----------------------------------· ------------------------------------Noc;:les Member Quarter Points N.o :r J Maximum 0 1/4 1/2 3/4 L Shear .------·------------------------------------·-------------------------------1 1-2 0.7448 0.7448 0.4410" 0.1373 0.2881 0.5918 0.1261 2· 2-3 0.4093 o .• 40~3 0.19-42 0.0524 0.2217 0.3682 0.0618 3 3--4 0. 654'8 0.4758 0.1941 0.0914 0.3731 0.6548 0.1170 i<' RISA-2D (R) version 3.00 Job -----Page Date----,--- -EXHIBIT ART BUILDING FR-1 ================ -=-===-==================-================================= Load Combination is 6 : DEAD+LIVE+SETS.+ Nodal D.:i.splace;m~nts ----------------------------------.--.-------------------------------------- Node Global X Global Y Rotation -------------------(in)---------------(in)----------------(rad)--------- 1 -0.00000 -0.00000 -0.00000 2 0.65301 -0.01632 -0.00398 3 0.64464 -0.01982 -0.00087 4 0.00000 -0.00000 -0.00000 Load Combination is 6 : DEAD+LIVE+SEIS.+ Spring Reactions . ' . ---------------------------------------------------------------------------- Node Global X Global Y Moment ----------------------(K)-------------· ----(K)---------------(K-ft)--------- ·1 -4.7266~ 24.19991 39.43175 4 -7.77332 29.32082 51.38379 Totals -12~50000 53.49073 90.81554 Load Combination is 6. : DEAD+LIVE+SEIS.+ Member End Forces ---------------------· -~-------------------------------------------------Nodes === ·====== I~End · . ====.·. == . ========= J-End ========== No· I J Axial Shear Moment Axial Shear ·Moment _--------~------(K)--------(K)---~-~(K~ft)---~---(K)--------(K)------(K-ft)-- 1 1-2 24.17 4.83 · 39.43 -23.85 -4.83 20.96 ~ 2-3 1.11 2.a5 -zo.96 -1.11 9.68 -47.35 3 3-4 29.00 7.90 47.35 -29.32 -7.90 51.38 io~d Combination is 6 AISC Coda Checks DEAb+LIVE+SE.IS.+ ---------------· ---------------·------: --------------------------· ---------- No Nodes I J Maximum 0 Member Quarter Points 1/4 1/2 3/4 L Shear -------------·-------· :-----------. ---------------------------.------- 1 2 3 1-2 2-3. 3--4 0.7197 O. 55.08 0.9235 Load Combination is 7 Nodal Displacements 0.7197 0.2669 0.8675 0.5218 0.3358 o .• 5439. ·o. 3239 0.2363 0. 273'3 DEAD+LIVE+SEIS.- 0.2791 0.1146 0.5984 0.4755 0.5508 0.9235 0.0937 0 .1421- 0 .1532 -----------------·-----------.----;------------· ---------------------------- Node Global X Global Y Rotation ------------------(in) ---· -----------·(in)----------------(rad)--------- 1 -0.00000 -0.00000 0.00000 2 -0.65199 -0.02096 0.00092 -:·, . . . . ,·::,• .. -. ' . ' '• -·· . .; -~~ -~:,;·r\ ~ ~-~ -__ :~~·\_·_ \, ·:. _. ~ ·-·, . . . .•. -' --: ". . ' . -~ "' · ~ . ,;_·_. .,,-·,: _ ·-~~ ;:" :_i,w~~ :::,:~~-~~ . .:\:~;~;•~ 'l' :•.'. ·~ ·~, _,.,,,. ·'-. -·-· . ' ~ . -· --·---- · .. s···T·: ~·-r.:r.c: T .. u· ·RAL· · ·cAL· ·. cu:·,.:·A-tJ',f:o, ·N· ;s; . · --.n:u.1 • -, • , , • --· ' ~-:Ii.I.: · ,, · ·· . .... ' . ' -._ -. -. . ~ . 't'• . DESIGN ASSJJMtrnoNs:· . ~ ' , ,_ ' . . .. . -' . " ' -. ' . ,7. .--!!"!'. ~.· · .. 3_. qoo_ : · CONCRE1$ SrR,ENGTII AT TWENTY EI_G}fi:' PAYS: e,Jf--PSI MASONRY: ' .. ' GRAPE ~N" :coN'cRfilE.BLOCK FI M = ___ l_,~~-0...,..0--'-, -~·PSf MORTAR: _ · .· TYPE s· 1800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 STR\JcrtJR4ST1tEL: · A-36. · ' LUMBJ:;R: GR.AflE 40: : _GRADE60: #5 AND LESS (U.O.N.) #6ANJ)IARGER DOUG[A~· EIR,-UJ{O{_ JOISTS ~~----· BEAMS. ANP .POSTS .. - #2. #1 . ,: .... :.: .... ·. ,,.:.-¼ <.<.f~.1...,,..-r• , I ..,. .,_ • • . ... ::,~-...... ~~.~·di:i'~~a . STUDS. . CONSTRUtiiON OR BEITER SEISMIC FOR~:--------'---"--'-··c;.7&. :-1 v RE~ORT BY: --,-----'-· ___.;;._;c..=-...,1'-'+-i'-'--'~----,--------- WIND FORCE: REPORT NO.: . foll 44, SO~L PRESSl;JRE: .Joo o DESIGN t,QADS: o/~/'ff ROOF DEAp L(MD FWOR DEA.D WAD WALL flEAb LOAD SLOPING EL.AT . ROOFING PLYWOOD JOISTS FLOORING PLYWOOD JOISTS . 'INTERIOR EXTERIOR 10 PSF 16 PSF INSUL. & CLG. fyiISC. TOTAL= ROOF UVE LOAD SLOPING FLAT -. INSU.L. & CLG. MISC. ·. TOTAL ,.; FI,OOR LIVE LOAD INTERIOR BALCONY EXIT WALKWAY These calculations are limited only to the items il).cluded .herein, selected - 40 PSF 60 PSF {U.O.N.) 100 PSF by the client and do not imply approval of any other portion of the structure by this office. V~i#.W:?:?JJ~g~~M.~~~:#.t./:????~:?:~:\~:?:?:?:}~:~:~:~:?~'.~'.~'.~'.~'.~'.~'.~'.~'.~'.~'.J)~~~t~'.~'.~'.~'.~'.~'.~'.~'.~'./~'. rs--,11-.1 I m-4Wrs ':101& Mnrnhv<',mvon Rd • Suite A 100 , Sim Dieao, California 92123 • (619) 5604383 • FAX (619) 560-8842 !'1 ·1 -I !7 --y -- I/ .I ~-I L, ,. ' ] t - ·Cl ~Qr ~' ~- ~ ~ -" l ----I ' I f I : l t ! j ·,·: i I I ' . l ! 1· i I l ,I >(( I ! l i. I 1 - j !. l I j . l I I l ' l l 1 I r ! r l l __ , __ , _ _,__, __ , _ _,__,, __ . __ ., _ __,__ ~--...... '~.~)-· :~.:. . ' : _Jj{_ej ,,/!,t_VfVf ~ ., : ir/l ''. l / I l ! HOROWirZ TAYLOR ENGINEl=RING • 3914 MURPHY -CANYON ROAD # A 100 SAN :OIEGO, CA 92123 TEL (619) 560-4383 FAX (619) 560-8842 CANTILEVERED RETAINING WALL DESIGN Description_ : - Title: ScqpE;!: Jeb #: "Designer: Misc: Date: 07/20/95 EXHIBIT ART 95411 HMK IO; MAX. WALL Page: ----Wall -& Footing_ Data _;_ -Vertical Loads --------Lateral Loads ---Retained Height = .llLJl,ll..tt Axial DL on Stem O plf- Wall-Ht. above Soil O. 50 ft Axial DL on Stem O ~lf Toe Width -3.00 f.t .... Eccentricity o.oo rn Heel Width 3. 00' ft Su11charge over Toe = 0, 0-psf Tot~l Footing Width ff.00 ft Surcharge over Heel = 0 .. O psf Footing ThicKness 18.00 in Note: Toe Surcharge Resists Overturning Key DeQth -38.0 in Note: Heel Surcharge Resists Overturning Key Width 18. O in · ---Soil Data ---- To.e to Key Dist. 2.50 ft Allowable Bearing 3000 psf · _ Sliding Check· Active Lateral -55.0 pcf Ftg{Soil Friction t35 ..... Max Press. 0.0 pcf S01 to-Neglect 0.00 in ..... Slope Press. 0.0 pcf Lateral Pressure 3637 # B,acHill Slope O. 0 : -1 -Passive Pressure 3750 # Passive Press. 300. O pcf -Friction = -1936 # Sop Density 110. 0 ~cf Lateral Load Acting on Stem Above S_oil Add ''l Lateral Load Diit to Load Start Dist to Load End . -Adjacent; Vertical Load Load Eccentricity Footing Width Ft-g. Ch to Wall Vert. Position of Ftg. ... Above/Below:[+/-] Spread Footing 0.00 psf 0. 00 plf 0. 00 ft 0.00 ft Footing ---= 0. 0 # ? 0. 00 in 0. 00 ft 0. 00 ft 0. 0 ft No Add' 1 Fo,rce Requi_red _ = O .o # S011 Ht over roe 4. 00 rn -----SUMMARY -------------Footing Design ----------Pressure @ Toe 2670. 5 ps f Soil Press. Mult. Toe Heel f' c Pressure @ Heel O. O psf By ACI Eq 9-1 3739 O psf Ff Allowable Press. 3000 ~sf Mu-Upward O 12762 fH Mrn. As Percent Hee. of resultant 19.43 rn Mu-Downward 1649 3710 ft-# Omit SP Under Heel Max. Shear @ Toe 26.40 psi Mu-Design _ 11113 -3710 ft-# ----Toe Max. Shear@ Heel -7.06 psi One-Way Shear: # 4 @ 10.45 Allow. Ftg Shear 85.00 psi · Actua-1 26.4 7.1 psi # 5@ 16.19 Factors of Safety: Allowable 85.0 85.0 ~si # 6@ 22.98 Overturning 1.55 : 1 Cover over Rebar = 3. 50 2. 50 rn # 7. @ 31. 34 Sliding 1.56 :1 'd' 14.50 15.50 in # 8@ 41.26 -----· Stem Summary --Ru= Mu/bd·2 58.7 17.2 psi # 9@ 48.00 Top Stet: From 0.00 ft to To~ of Wall O.OOin Masonry w/ # 0@ O.OOin, d= O.OOin f'm= 150P.Opsi, F$= 24000r0psi LDF= 1.00, n= 0.00 Solid .Grouted Wall Wt.= O.OOpsf, Bar Embed= O.Oin Mactual = 0.0 <= 0.0.ft-# Vactual = 0.00 <= O.OOpsi Interaction Value= 0.000 Second Stet From 0.00ft to 0.00.ft O.OOin Masonry w/ # 0@ O.OOin, d= O.OOin f'm= 1500.0psi, Fs~ 24000.0psi 8!' C.t1.U., Solid Eirout, Spc Insp 15 @ 24 • Vert @ Edse i • 14. @ 24" Horiz ~ . l'-8" U.t1.U., Solid out, SDC lnSP 16 ~ 24" 1).,,-1; @ Edg~ i • 114 ill 24" Horiz I' -0 • ·cctt::. ? Heel 10.75 16.67 23.66 32.26 42.47 48.00 LDF= 1.00, n= 0.00 Solid Grouted; Specia1 Insp. 16 @ 12" Vert @ Ed9e -1s !! 10 " Horiz ~-'------\#==f=i'l1W-C1--t-fi Wall Wt.= O .. OOpsf, Bar Embed= O.Oin Mactual = 0.0 <= O.Oft-# Vactual = 0;00 <= O.OOpsi Interaction Value = 0. 000 Third Stea From 5.67ft to 0.00ft 8.00in Masonry w/ # 5@ 24.00in, d= 5.25in f'm= 1500.0psi, Fs~ 34000.0psi LDF= 1.00, n= 25.78 Solid Grouted, Special Insp. _ Wali Wt.= 78.00psf, Bar Embed~ 15.3in MacJual = 746.2 <= 1465.7ft-# Vactual = 5.i6 <= 38.73psi Interartion Value= 0.509 HEEL (~op) : ~5@ ' o.c. TOE (bot) : 115@ ' o.o. i4 HOlllZ. RS SHM ··r 2'·,-1·~ t •• \ 2500 psi 60000 psi 0.0012 in o/c in o/c in o/c in o/c in o/c in o/c No HOROWITZ TAYLOR ENGlNEERING. ' :3~1A:. MURPHY CANYON ROAD # A 10.0 ·~AN .DIE~O, CA 92t23 TEI;. ·(6t9), 560--4383· FAX (619) 560-8842 . CANTILEVERED RETAINING WALL DESIGN . Description Fourth Stei From 3.00ft to 5.67ft i2.00jn Masonry w/ I 6@ 24.00in, d= 9.00in f~m= 1i00.0psi 1 Fs=.24000.0psl LDF= 1.00, n= 25.78 Solid Grouted, Special lnsp. Wall ·Wt .• = }24. OOpst, Bar Embed= 23, 6in 'Mactual ~ 3144.2 <= 3596.0ft-# Vactual = 9 ,.68 <= 38. 73Psi interaction Value = 0. 874 Botto• Stea From 0.00ft to 3 .. 00ft . 12.00in Concrete 1/ # 6@ 12.00in, d=·9.63in f'c= 2500..0psi, Fy= 60000.0psi Wall Wt.= iM.OOpsf, Bar Embed= 10:Sin .Mu = 15582.8 <= Mil = 18029 .. Sft-# . VU = 3~. i.4· <= Vn = 85 .OOpsi Interactiop Value = 0. 864 Title: . :scop~~ .Job #: ·· .P~signer: . : :Misc: 'Oate: 07/20/95 .EXHIBIT ART 954,11 . HMK 10' MAX. WALL Page: ,1 HOROWITZ TAYLOR ENGlNEl::RING • 39-14 MURPHY CANYON ROAD # A_ 100 SAN DI~GO,. CA 92123 TEL (619) 560--4383 'FAX (619) 560-8842 CANTILEVERED RETAINING WALL DESiGN: Description : (cont'd) Title: · Scope: _Job#: .Designer: Misc: bate: 07/20/95 -EXHIBIT ART 95411 HMK 10' MAX. WALL SUMMARY OF FORCES & MOMENTS __ Overturning Ko1ents _-__ --Resisting Ko1ents Origin of Force ... # ft k-ft # ft Active Soil Press, 3636.9 '3,83 13941.4 0 0 Soil over-Heel 0 0 0 2200.0· 5.00 Soil .over Toe . -92.4 0. 61 · -·56. 5 110. 0 1. 50 Siop.ed Soil @ Heel 0 0 0 0.0 0.00 Adjacent Ftg. Load 0.0 0.00 0.0 0.0 0.00 Surcharge Over Heel 0 0 0 0.0 0.00 Surcharge over Toe 0.0 0.00 0.0 o.o 0.00 · Axial Load on Wall 0 0 0 0 :o 0.00 toad@ ProJ. Wall 0.0 9.00 0.0 .0 0 Averaged Stem Wts. 0 0 0 1-157.6 3.45 Added Lateral Load O.IT 0. OO· 0.0 0 0 ,Footing Weight 0 0 0 1350.0 3.00 Key We1yhf 0 0 0 712. 5 3.25 Vertica Component of Active Pressu~e 0 0 0 0.0 0.00 Totals 3544. 4 # 13884. 9 k-ft 5530.1 #- Resisting Totals Used For Soil Pressure 5530 .1 # -(Vert. Component of Active Pressure Removed) Page: k-.ft 0 11000.0 165.0 0.0 0.0 0.0 0.0 0.0 0 3988.9 0 4050.0 2315.6 0.0 21519.5 k-ft 21519, 5 k-ft HOROWITZ TAYLOR ENGINEERING '" 3914 MURPHY CANYON ROAD # .A 100 SAN DIEGO, CA 92123 TEL (6l9) 560,-4383 FAX (619~ 560-8842 CANTILEVERED .RETAINING WALL DESIGN De~cri ptjon : Title: · Scope: Job #l Designer: Misc: Date: 07/20/95 EXHtBIT ART 95411 HMK 12' MAX. WALL Page: ~ Wall .& Footing Data ----Vertical Loads ---Retained Height · = ii. 00 ft Axial DL on Stem · o plf-. : Lateral Loads --- WaU Ht. above Soil O. 50 ft Axial DL on. Stem O ~H Toe Width 4.33'ft· .... Eccentricity. = 0.00 rn Heel Width 3.00 ft Surcharge over Toe = 0.0 psf Total Footing Width 7. 33 ft Surcharge over Heel = O. O psf Footing Thicliness 18. 00 ih Note: Toe ·Surcharge aesists Overturning Key Depth 50. 0 in Note.: Heel Surcharg~ Resists Overturning Key Width 18, o iri . -. Soil Data . Toe to Key Dist. 3. 50 ft Allowable Bearin'g 3000 psf ----· Sliding Check ---Active Lateral 55.0 pcf Ftg/Soil Friction O, 35 ..... Max Press., O, O pcf . Soil to Neglect 0.00 in ..... Slope Press. 0,0 pcf Lateral Pressure · 5012 # Backfill Slo_pe O, 0 ·: 1 -Passive Pressure. 5400 # Passive Press. 300, 0 pcf -Friction 2381 # Soil Qensity 110.0 ~cf Lateral Load Acting on Stem Above Soil Add'l Lateral Load· Dist to Load Start Dist to Load End ---Adjacent Vertical Load 1oad Eccentricity Footing Width Ftg. CL to Wall Vert. Position of Ftg. . , .Above/Below:[+/-] Spread Footing O.OOpsf 0, 00 plf 0, 00 ft 0. 00 ft Footing ---= 0, 0 # ? 0. 00 in 0. 00 ft 0, 00 ft 0. 0 ft No Add'l Force Required 0.0 # Soil Ht over Toe 4.00 rn . . SUMMARY ---. Footing Design ------------Pressure @ Toe 2713.1 psf .Soil Press. Mult. Toe Heel f 'c 2500 psi Pressure @ Heel O, 0 psf ay ACI Eq 9-1 = 3798 O psf Fi 60000 psi kllowab·le Press. 3000 ~sf Mu0 Upward = 0 25361 ft-# Mrn, As Percent O. 0012 Ecc. of resultant 23.92 rn Mu-Downward = 3434 4326 ft-# Omi.t SP Under Heel ? No Max. Shear @ Toe 40.37 psi Mu-Design 21921 -4326 ft-# ----Toe Max. Shear @ Heel -8.24 psi One-Way Shear: # 4 @ 5.22 Allow. Ftg Shear 85. 00 psi Actual 40, 4 8, 2 psi # 5 @ 8. 09 Factors of Safety: Allowable 85.0 85.0 ~si # 6@ 11.48 Ov~rturning 1. 51 : 1 Cover over Rebar = r 50 2. 50 rn # 7 @ 15. 66 Shd1ng · 1.55 :1 'd' . = 14'.50 15.50 in # 8 @ 20.62 · Stem Summary --Ru = Mu/bd'2 115.9 20.0 psi # 9@ 26.10 Top Ste.1: From 12.00 ft to Top of Wall 8.00in Masonry w/ R 5@ 24.00in, d= 5.25in f'm= 1500.0psi, Fs= 24000.0.psi LDF= 1.00, ·n= 25, 78 · 8'! C.M.U., Solid Gro,Jt IS .. I! 24 • ·l,J•rt ·@ Edge Heel 10.75 in o/c 16.67 in o/c 23.66 in o/c 32.26 in o/c 42.47 in o/c 48 .. 00 in o/c Solid Grouted . WaU Wt.= 78.00psf, B~r Embed= 12.0in 14 I!' 24" Horiz -· -: --~---Q.;;::;:;:;;::;:;:;;::::::::::::lii:::J;i Mactual = 0.0 <= 916.4ft-# Vactual = t.00 <= 19.36psi Interaction VaJ.ue = 0.000 Second .Stea From 7, 6.7ft to 12. 00ft 8.Mi~ Masonry w/ # 5@ 24.00in, d= 5,25in f'm= 1500.0psi, Fs= 24000.0psi · LDF= 1.00, n= 25,78 Solid Grouted, Special Insp, Wall Wt.= 78.QOpaf, Bar Embed= 15.3in Mactual = 745. 7 <= 1465. 7ft-# Vactual = 5.66 <= 38.73psi Interaction Value= 0~509 Third Stea From 7., 67ft to 7. 67f t 8.00in Masonry w/ # 5 @ 24.00in, d= 5,2.5in f'm= 1500.0psi, FsF 24000.0psi LDF= 1.00, n= 25.78 Solid Grouted, Special Insp, Wall Wt.= 78.00psf, Bar Embed= 15.3in Mactual ;: 745, 7 <= 1-465. 7fH Vactual = 5.66 <= 38.73psi Interaction Value= 0.50t 14 @· 24" Horh t•-0• Ccte. 16 @I 12" l,JerJ; @ 15 @ 18 " Horiz fEEL (top) : 45 @ ' o.o. TOE <bot) : 115 @ • o.o. 14 HOFl!Z. AS SHOWli ., ,, ,, ~: ~ ~· ___ _.:,r" ·,,/ . ·,HOROWITZ TAY~OR EN.GINEER~NG " 3914 MURPHY CANYON ROAD # A 100 ' $AN DIEGO, CA 92123 TEL (619) 560.,.4383 FAX-(619) 560-8842 CANTILEVERED .REtAINING WALL DESIGN Description : Fourth Stel From 3. 50ft to 7. 67ft J2-.00in Maso_nry w/ #. 6 @ 12.00in, d= 9.00-in f'm= 1500.Bpsi, Fs= 24000.0psi 1DF= 1.00, n= 25.78 Solid Grouted~ Special Insp. Wall Wt.= 1iLOOpsf, Bar Embed= 2l.9in Mactual = 5629.5 <= 6429.5ft-# Vactual = 14.27 <= 38.J-3psi - In.teraction· Va;lue ~ 0.876 Botto• Ste1 From 0.00ft to 3.50ft 12.00in Concrete w/ # 8 @ 12.00in, d= t50in f'c= 2500,.0psi, Fy.= 60000.0psi _ · Wall Wt.= 150. OOpsf, Bar Embed= H. 6-in Mu = 26927.4 <=Mn= 30458.Sft-# - Vu = 51. 52 <= Vn = 85. OOpsi Interaction Value= 0.884 (cont'd) , Title: s:c·o()e: . Job#: '.Designer: . Misc: qate_: 07/20/95_ . EXHIBIT ART 95411 HMK 12' MAX. WALL I Page: .. HOROWITZ TAYLOR ENGINEERING· ~ 3914 MURPHY CANYO_N ROAD # A 100, SAN DIEGO, CA 92123 TEL (619) 560-4383 FAX (619) 560-f,3842 Title: Scope: Job#: Designer: Misc: Date: 07 /20 /95 Page: CANTILEVERED RETAINING WALL DESiGN Descri ptjon : (cqnt'd) EXHIBIT ART 95411 SUMMARY Of FORCES & MOMENTS Origin ·of For·ce ... __ Overturning Ko1ents --- # ft -k-ft . # Active ,Soil ·Press. 5011. 9 4. 50. 22553.4 0 Soil over Heel 0 . 0 0 2640.0 Soil over Toe -92.4 0.61 -56.5 158.8 Sloped Soil@ Heel 0 0 0 0.0 Adjacent Ftg. Load 0.0 0.00 0.0 0.0 Surcharge Over Heel 0 0 0 0.0 Surcharge over Toe 0.0 0..00 -0.0 . 0. 0 Axial Load on Wa-11 0 0 0 0.0 Load@ Proj. Wall 0.0 0.00 0. o. 0 Averaged Stem Wts. 0 0 0 1418.7 Anded. Lateral Load 0.0 0.00 0.0 0 Footins Weight = 0 0 0 1649.2 Key We1yht = 0 0 0 937.5 Vertica Component _ of .Active Pressur:~ 0 0 0 0.0 Totals 4919.4 # 22497. 0 k-ft 6804.2 # Resisting Tota-ls Used For Soil Pressure 6804.2# (Vert. Component of Active Pressure Removed) HMK 12' _MAX. WALL Resisting Mo1ents ---ft k-f t 0 •' 0 6.33 16711.2 2.17 343.7 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0 0 4.79 6789.4 0 0 3.67 6044.5 4.25 3984.3 0.00 0.0 33873 .1 k-ft 33873 .1 k-ft ., .- '.STRUC:TUJ{AL. CA:LCULA'f.10:NS · :rRomcr: _______ _;;_6-=-1....i::..r._;:e:::...... ·· . ..:.a...·-LJIWA~_ · .L:ull:<:s~A_;_. -~,--'-~,9_;._a_'-'-=-'--'-'-,J-"-'~'--=L_t.J1':_c._· ---,---'--- · 61.JJB. -· A.r-r· · . . Ill!? ~tu afVL. . . . . . . : DJ<:SIGN; ASSJiMPTTQNS:" {Ac.rive: f~s-s~s· f >0ptf-x s~-P~iL sai1.,-S )·· CONCRETE STRENGTII AT TWENTY EIGIIT PAYS: . 'ZS O O PSI MASONRY:· GRADE "N" ·coN'cRETE BLOCK F ' M = -,---~L-=5~. ~o-;=o"-----PSI MORTAR, TYPE s· 1800 PSI GROUT: 2000 PSI . REINFORCING STEEL: A-615 STRVCTURM-, STEEL: A-36 LUMBER:. DOUGIAS FIR-LARCH .. ~ -, .JOISIS . BEAMS AND POSTS .. STUDS GRADE 40: GRADE 60: #2 #1 #5 AND LESS (U.O.N.) #6 AND IARG~R, CONSTRUCTION OR ~~mR SEISMIC FORCE:-----'----- WIND FORCE: RE~ORT BY: __ C._.'-!.T'-f::__,.'-·------------~ DESJGI'{ i,QADS: ROOF DEAD LOAD SLOPING ROOFING PLYWOOD JOISTS INSUL. & CLO. MISC. TOTAL;:: ROOF LIVE LOAD SLOPING FLAT REPORT NO.: .. __ /_O_l f'--4.....,~'--- FLOOR DEAD LOAD FLOORING PLYWOOD JOISTS INSUL. & CLO. MISC. TOTAL:;; FLOOR U:YE LOAD INTERIOR BALCONY EXIT WALKWAY EXL ' 40 PSF 60 PSF (U.O.N.) 100 PSF These calculations are limited only to the items i1_1cluded herein, selected by the client and do not imply approval of any other portion of the sf111cture by this office. J~ifo.kl}{j{)ji~jk.~¥#.i}}jj}}/j\f j//}}/))/}j{)){()j.~¥/f \\\\} f'S-1{4-:! SOIL PRESSURE: 300 t). WALL DEAD LOAD "INTERIOR EXTERIOR 10 PSF 16 PSF .,n,AM .. ,nh .. r,.., .. ,,,.,o,i. ~11itoA1M. ~~nf'li'onnC':,1ifnrniii92123. 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I ' I ---:----'----:-----,----t:_..;..!_+--l_11----;!_-+!-+l-+---l---l-l-+l _ _;_i' __;l ____ I I 1' I l I l I : I : i i ! I ! i ! I l ! l I i I -!-1-1~------j -·-·---·-·-------·-·-·-----~--i ·--1-+-,-t-----:·--,.,-+'-+---i---4! _ _._i I i i t i J_J i---- ' : i I I I . ' ; I ' I .. -·-,·----·-·-, ---,--1 ·-i-, ·----------------·-----,-~---J. --t·-----·· ·--~---+---+---+-- ! i 1 : ! : . I , i : ; r ! . --------· :1 + j i l i , i 17----TTTT_}_t+---r--· _..,___ --'---------~-:~-:=~'=::"_L 1~t-T-l I .· I 11--L-: ! + : l-1--r :i-.!....1-1-----1· . . " : -' -,-~~~ J -i--'-' --" -'---+:_ --f-+---l-- ' !~J -_,;..---'--;..-__-'----. . ---·-1-----+---+--!----'------l-r-. -· . .. -!' - ! l l ~+-+--+--- -I ' ' I I ! -I ! I ;f ~ HOROWITZ TAYLOR ENGINEERING 3-91-4· MURPHY. CANYON ROAD # A 100 S.AN D!EGO. CA 92123 · TE'L (619) 560-4383 · FAX (619) 5(;30-8842 CANTILEVERED RET MNING WALL. DESIGN .Description : Title: _SCO'pe: · Job #: Oesigner:- Misc: Date: 08/07 /95 EXHIBIT ART HMK Page: 10' MAX •. @ PARKING -..-Wall & Footing Pata ----Vertical Loads ------Retained -Height . = 10. 00 ft Axial DL on Stem = O plf Wall Ht. above Soil o. 50 ft Axial DL on Stem O elf Toe Width · 1. 00 ft .... Eccentricity · = . O. 00 rn Heel Width = 4. 50 ft Surcharge over Toe = 440 .. O psf Total Footing Width 5. 50 ft Surcharge over Heel = O. O ps f Footing Thictness 12.00 in Note: Toe Surcharge Resists Overturning Key Depth = 12. O in Note: Heel Surcharge Resists Overturning Key Width 12.0 in ----Soil Data----Toe to Ker D'ist. 3'.50 ft .Allowable Bearing · 3000 psf Sliding Check Active Lateral 35.0 pcf Ftg/Soil Friction 0.35 ..... Max fress. 0.0 pcf S011 to-Neglect = 12. 00 in 1 •••• Slope Press, 0. 0 pc f Lateral Pressure = 2228 # Backfill Slope 0.0 :1 -Passive P.ressure 1650 # Passive Press. 300.0 pcf -Friction = 2215 '# Soil Density 110, 0 ecf ---Lateral Loads ---Lateral Load Acting on Stem Above Soil Add'l Lateral toad Dist to Load Start Dist to Load End O.OOpsf 50.00plf 5.00 ft 10.00 ft ---Adjacent Footing -. --Vertical Load = O. O # Load Eccentricity 0.00 in Footing Width 0.00 ft Ftg. CL to Wall 0.00 ft Vert. Position of Ftg. ... Above/Below:[+/-J· Spread Footing ? 0.0 ft No Add' 1 Force Re.quired = O. 0 # Soil Ht over Toe O. 00 rn . · . SUMMARY ---------.--------· Footing Design ---------Pressure @ Toe 2889. 7 psf Soil Press, Mult, Toe Heel f' c Pressure @ .Heel O. 0 psf By ACI Eq 9-1 = 4046 0 psf Fi Allowable Press. = 3000 esf Mu-Upward = 2017 1869 ft-# Mrn. As Percent Ecc. of resultant 15.48 lil Mu-Downward = 413 10719 ft-# Omit SP Under Heel Max. Shear@ Toe = 8.82 psi Mu-Design 1456 -8642 ft-# ---Toe Max. Shear @ Heel ,31.35 psi One-Way Shear: # 4 @ 19.61 Allow. Ftg Shear 85.00 psi Actual 8.8 31.3 psi # 5@ 30.39 Factors of Safety: Allowable 85.0 85.0 esi # 6@ 43.14 Overturning = 1. 94 : 1 Cover over Rebar = 3. 50 2. 50 rn # 7 @ 48. 00 Sliding = 1. 74 :1 'd' 8.50 9.50 in # 8 @ 48.00 · Stem Summary • Ru= Mu/bd.2 22.4 106.4 psi # 9 @ 48.00 Top Ste1: From 10. 00 ft to Top of Wall 8.00in Masonry w/ # 6@ 16.00in, d= 5.25in f'm= 1500.0psi, Fs= 24000.0psi LDF= 1.33, n= 25.78 Solid Grouted Wall Wt.= 78.00psf, Bar Embed= 12.0in Mactual = 0.0 <= 1578.9ft-# Vactual = 0.00 <= 22.33psi Interaction Value= 0.000 Second Stea From 7.00ft to 10.00ft 8.00in Masonry w/ I 6@ 16.00in, d= 5.25in f'•= 1500.0psi, Fs= 24000.0psi LDF= 1~00, n= 25.78 Solid Grouted Wall Wt.= 78.00psf, ijar Embed= 12.0in Mactual = 382.5 <= 1187.2ft-l Vactual = 3.37 <= 19.36psi Interaction Value= 0.322 Third Ste1 From 5.33ft to 7.00ft 8.00in Masonry w/ # 6@ 16.00in, d= 5.25in f'm= 1500.0psj, Fs= 24000.0psi LDF= 1.00, n= 25. 78 Solid Grouted Wall Wt,; 78.00psf, Bar Embed= 18.2in Mactual = 1137.5 <= 1187.2ft-l Vactual = 6. 74 <= 19.36psi Interaction Value= 0.958 8" C .• 11.U., Solid ·6r0'Jt 16 @ 16" Vert: @ Ed9e- 14 @ 2-1• Horiz ----~',k~~~ HEEL (top) : #5 @ • o ,o. Tr£ (bot> : 15 @ • o.c. il4 HORIZ. AS SH<»I = - 2500 psi 60000 psi 0.0012 ? Heel 8.70 in,o/c 13.48 in o/c 19.13 in o/c 26.09 in o/c 34. 35 in o/c 43.49 in o/c No J· .., HOROWIT~ TAYLOR ENGIN!;:ERING ,1..,, 39-14 MURPHY CANYON ROAP # A 100 $AN DlEGQ, CA 92123 TEL (619) 560..,4383 FAX (619) 560-8842 CANTILEVERED. RETAiNING WALL BESIGN, Description : .Fourth Ste• Fro• 2.66ft to 5.33ft 12.00in Masonry w/ I 7@ 8.00in, d= 9.001n f'm= 1500~0psi, fs= 24000.0psi LDF= 1.00, n= 25.78 Solid Grouted Wall Wt.= 124.00psf, Bar Embed= 14.5in .Mactual = 3516. 8 <= 4007. lft-# Vactua-1 = 8. 57 <= 19. 36psi . Interaction Value= 0.878 Botto• Ste• From 0.00ft to 2.66ft 12.00in Masonry w/ # 7@ 8.00in, d= 9.00in f'm= 1500.0psi, Fs= 24000.0psi LDF= 1.00, n= 25.78 Solid Grouted, Special Insp. Vall Wt.= 124.00psf, Bar Embed= 8.3in !factual = 7708.3 <= 801-4.lft-# . Vactual = 14.37 <= 38.73psi Interaction Value= 0.962 (cont'd) Title: S~ope: Jpb #: O:esi g ner:. : :Misc: :Oate: 08/07 /95 EXHIBIT ART HMK 10' MAX. @ PARKING Page-: .¥' "f HOROWITZ TAYLOR ENGINEERING :..-,, 3914 MURPHY CANYON ROAD #· A 100 SAN DIEGO, CA 92t23 TEL (619) 560-4383 FAX (619)' 560-8842 CANTILEVERED RETAINING WALL DESIGN Description : (corit~d) Titl~: Scope: J0b #: DesigAer: Misc: Date: 08/07 /95 HXHrBIT ART HMK Page:, 10' MAX. @ PARKING SUMMARY OF FORCES & . MOMENTS . Origin of Force ... __ Overturning Ko1ents __ # ft k-ft # Resisting Ko1ents ft. k-ft Active Soil Press. 2117. 5 3.67 7764.2 0 0 .• 0 Soil over Heel· : 0 0 0 3850.0 3.75 14437. 5 Soil over Toe -17. 5 0. 3J -5.8 0.0 0.00 0.0 Sloped Soil@ Heel 0 0 0 0.0 0.00 0.0 Adjacent Ftg. Load 0.0 0.00 0.0 0.0 0.00 0.0 Surcharge Over Heel 0 0 0 0.0 0.00 0.0 Surcharge over Toe -140. 0 0.50 -70.0 ,440.0 0.50 220 :0 Axial Load on Wall 0 0 0 0.0 0.00 0.0 Load@ Proj. Wall 0.0 0.00 0.0 0 0 0 Averaged Stem Wts. 0 0 0 -1064.3 1. 44 1529.3 Added Lateral Load : 250.0 8.50 2125.0 0 0 0 Footing Weight ,: 0 0 0 825.0 2. 75 2268. 7 Key We1Tht = 0 0 0 150.0 4.00 600.0 Vettica Component of Active Pressu~e 0 0 0 0.0 0.00 0.0 Totals 2210.0# 9813.3 k-ft 6329. 3 # 19055. 5 k-f t Resisting Totals Used For Soil Pressure 6329. 3 # 19055. 5 k-ft (Vert. Component .of Active Pressure Removed) -> ,.,, HOROWITZ TAYLOR ENGINEERING 4,, ~914 MURPHY CANYON-ROAD # A 100 SAN DIEGO, CA 92123 TEL (.619) 560-~83 .FAX (619) 560-8842 CANTILEVERED RETAi:NiNG -WALL. DESIGN Oescri ption : · Title: Sc0j:>e: Job #: Designer: Misc: Date: 08/07 /95 HXHIBIT ART HMK 8' ijAX. @ ,PARKING Page: -Wall & Footing Data -. Vertical Loads ------Lateral Loads ---Retained Height = 8. 00 ft Axial DL on Stem = 0 plf Wall Ht. above Soil = O. 50 ft Axial DL on. Stem O elf Toe Width-. 1.00 ft .... Eccentricity = 0.00 rn Heel Width = 3. 33 ft Surcharge over Toe = 440. 0 psf Total Footing Width 4. 33 ft Surcharge over Heel = O. O psf Footing Thicl<ness 12. 00 in Note: Toe Surcharge Resists Overturning Key De~th 8.0 in Note: Heel Surcharge Resists Overturning Key Width 12, O in ----Soil Data ----Toe to Key Dist. = 2.33 ft Allowable Bearing · 3000 psf ----Sliding Check Active Lateral 35.0 pcf Ftg/Soil Friction O. 35 ..... Max Press,' 0 .0 pcf Soil to Neglect 12.00 in ..... Slope Press. = 0.0 pcf Lateral Pressure 1528 # Backfill Slope O. 0 : 1 -Passive Pressure 1067 # Passive, Press. 300. 0 pcf -Friction 1420 # Sofl Density 110. 0 ecf Add' 1 Force Required = 0. 0 # Soil Ht over Toe 0. 00 rn Lateral Load Atting on Stem Above Soil ·Add'l Lateral Load Dist to Load Start Dist to Load End ---Adjacent Vertical Load Load Eccentricity Footing Width Ftg. CL to Wall Vert. PosHion of Ftg, ... Above/Below:[+/-] Spread Footing 0.00 psf 50.00 plf 3.00 ft 8.00 ft Footing --- = 0. 0 # : ? 0. 00 in 0, 00 ft 0. 0 0 ft 0. 0 ft No ---SUMMARY ...,. ___________ Footing Design -....---------- Pressure @ Toe -2921. 6 psf Soil Press. Mult. Toe Heel f' c 2500 psi Pressure @· Heel O. O ps.f By ACI Eq 9-1 = 4090 O psf Ff· 60000 psi Allowable Press. = 3000 esf Mu-Upward = 115 1800 ft-# Mrn. As Percent = o. 0012 · Ecc. of resultant 14.87 111 Mu.-Downward = 413 3914 ft-# Omit SP Under Hee-1 ? No Max. Shear @ Toe 8. 72 psi Mu-Design 1387 -3799 ft-# ----Toe Heel Max. Shear @ Heel -19. 46 psi One-Way Shear: # 4 @ 19. 61 17. 54 Allow. Ftg Shear 85. 00 psi Actual 8, 7 19. 5 psi # 5 @ 30. 39 27 .19 Facto.rs of Safety: . Allowable 85.0 85.0.esi # 6@ 43.14 38.60 Overturning 1. 65 : 1 Cover over Rebar = 3. 50 2. 50 rn # 7 @ 48. 00 48. 00 Sliding = 1.63 :1 'd' 8.50· 9.50 in # 8 @ 48.00 48.00 ---· -Stem Summary --Ru = Mu/bd·2 21.3 46.8 psi # 9@ 48.00 48.00 Top Stea: From 8. 00 ft to Top of Wall · 8.00in Masonry w/ # 5@ 16.00in, d= 5.25in f'm= 1500.0psi, Fs= 24000.0psi LDF= 1.33, n= 25.78 Solid Grouted Wall Wt.= 78.00psf, Bar Embed= 12.0in Mactual = 0.0 <= 1407.lft-# Vactual = 0.00 <= 22.33psi Interaction Value= 0.000 Second Ste• From 7.00ft to 8.00ft 8.00in Masonry w/ # 5@ 16.00in, d= i.25in f'm= 1500.0psi, Fs= 24000.0psi · LDF= 1.00, n= 25.78. Solid Grouted Wall Wt.= 78.00psf, Bar Embed= 12.0in Mactual = 30.8 <= 1058.0ft-# Vactual = 0.74 <= 19.36psi Interaction Value = O. 029 Third Ste• From 3.33ft to 7.00ft · 8.00in Masonry w/ # 6 @ 16.00in, d= 5.25i'n f'm= 1500.0psi, Fs= 24000.0psi LDF= 1.00, n= 25.78 Solid Grouted -Wall Wt.= · 78. OOps f, Bar E1bed= 18-. 2in Mactual = 1137.5 <= 1187.2ft-# Vactual = 6.74 <= 19.36psi Interaction Value= 0.958 8" C,M,U., 81>1id 6rciut r.; I!' 16" Vert: (! Ec19e 14 I!' 24" Hor!z ---------- 1•-0• c .11.u., Solid Grout, s 16 I!' 8" IJet"t @ Ed 14 @ 24" Horiz 1Ea «top> : 15 I!! " o.c. TOE (bot) : 115 (! " r,,o. 11-4 HCflIZ. AS Sflll*i in o/c in o/c in o/c in o/c in o/c in o/c _i 1 HOROWITZ TAYLOR ENGIN~ERING Ii--' 3914 MURPHY CANYON ROAD # A 100 SAN DIEGO, CA 92123 Tl;L (619) ~60-4383 ,FAX (619) 560-8842 CANTILEVERED RETAINING .WALL DESIGN Description : Fourth Stea From 0.67ft to 3.33ft 12.DOi~ Masonry w/ # 6@ 8.00in, d= 9.00in ·f'm= 1500.0psi, Fs= 24000.0psi LDF= 1.00, n= 25.78 Solid Grouted Wall Wt.~ 124.00psf, Bar Embed= 16.5in Mactual = 3509.6 <= 3659.9ft-# Vactual = 8.56 <= 19.36psi Interaction Value=. 0.959 Botto• Stea From 0.00ft to 0.67ft 12.00in Masonry w/ # 6@ 8.00in, d= 9.00in f'm= 1500.0psi, Fsc 24000.0psi LDF= 1.00, n= 25.78 Solid Grouted, Special Insp. Wall Wt.= ULOOpsf, Bar Embed= 6.0in Mactua-1 ·= 4361. 7 <= 7319. 8ft-# Va dual = · 9. 84 <= 3.8. 73psi Interaction Value= 0.596 (cont'd) Title: :Scope: Job#: . Designer: Misc: Date: 08/07 /95 EXHIBIT ART HMK 8' MAX. @ PARKING Page: cf' ,, HOROWITZ TAYLOR ENGINEERINJ3 3914 MURPHY GANYON ROAD # A 100 SAN Dl:EGO, CA 92123 TEL -C619) 560-4383 FAX (619) 56p-884~ CANTILEVERED RETAINING WALL DESIGN Description : (cont'd) Title: . Scope: Job#: Designer: Misc: Date: . 08/07 /95 EXHIBIT ART HMK 8' MAX. @ PARKING SUMMARY OF FORCES, & MOMENTS Origin of Force ... __ Overturning Ko1ents ___ -_ # ft k-ft # Resisting Ko1ents ft Active Soil Press. = 1417.5 3. 0.0 4252.5 0 0 Soil over Heel = 0 0 0 2050.4 3.17 Soil over Toe -17.5 0.33 -5.8 0.0 0.00 Sloped Soil@ Heel 0 0 0 0.0 0.00 Adjacent Ftg. Load 0.0 0.00 0.0 0.0 0.00 Surcharge Over Heel 0 o. 0 0. o. 0.00 Surcharge ~ver Toe -140.0 0.50 -70.0 440.0 0.50 Axial Load on Wall : 0 0 0 0.0 0.00 Load. @ Pr.oj. Wall 0.0 ff. 00 0.0 ·o 0. · Averaged Stem Wts. 0 0 0 816.3 1. 42 Adtled Lateral Load = 250.0 6.50 1625.0 0 0 Footing Weight = 0 0 0 649.5 2.17 Key We1fht = 0 0 0 100.0 2.83 Vertica Component -of Active PressuFe 0 0 0 0 .. 0 0.00 ' Totals 1510.0# 5801. 7 k-ff 4056.2 # = Resisting Totals Used For Soil Pressure 4056.2 # (Vert. Component of Active Pressure Removed) . Page: k-ft 0 6489.5 0.0 0.0 0.0 0.0 220.0 0.0 .0 1157:3 · 0 1406. 2 283.0 0.0 9556.0 k-ft 9556.0 k-ft .-;,· .) HOROWITZ TAYLOR ENGINEERING 3914 MURPHY CANYON ROAD # A 100 SAN DIEGO, CA· 92123 TEL (619) 560-4383 FAX '(619) 560-8842 CANTILEVERED RETAINING WALL DESIGN Description : Title: Scope: Job#: Designer: Misc: Date: 08/07/95 EXHIBIT ART HMK 6' MAX. @ PARKING. Page: -Wall & Footing Data ----Vertical Loads _ ---Lateral Loads ---Retained Height = 6. 00 ft Axial DL on Stem O plf Wall Ht. above SoH = 0. 50 ft Axial DL ori Stem O plf Toe Width 1.00 ft .... Eccentricity 0.00 rn Heel Width 2.25 ft Surcharge over Toe 440.0 psf Total Footing Width 3. 25 ft Surcharge over Heel · = 0. O psf Footing Thiclcness 12.00 in Note: Toe Surcharge Resists Overturning Key DeQth 6.0 in .Note; Heel Surcharge Resists Overturning Key Width 12. 0 in Soil Data · Toe to Key Dist. = 1.50 ft Allowable Bearing 3000 psf Sliding Check Active Lateral 35. 0 pcf Ftg{Soil ~riction O. 35 ..... Max Press. 0. 0 pcf So1 to Neglect 12.00 in , .... Slope Press. 0.0 pcf Lateral Pressure 918 # Backfill Slope O. 0 : 1 -Passive Pressure 788 # Passive Press. 300. O pcf -Friction 838 # Soil Density 110. 0 pcf Lateral Load Acting on Stem Above Soil Add'l tateral Load Dist to Load Start Dist to Load End ---Adjacent Vertical Load Load Eccentricity Footing Width Ftg. CL to Wall Vert. Position of Ftg, ... Above/Below:[+/-] Spread Footing Footing ? O.OOpsf 50.00 plf 1.00 ft 5. 00 ft 0. 0 # O. 00 in 0. 00 ft 0. 00 ft 0. 0 ft No Add' 1 Force Required 0, 0 # Soil Ht over Toe 0. 00 rn -------SUMMARY Footing Design ----------Pressure@ Toe = 2756.9 psf Soil Press. Mult. Toe Heel f'c Pressure @ Heel O. O psf By ACI Eq 9-1 = 3.860 O psf Ff Allowable Press. 3000 psf Mu-Upward = O 1560 ft-# Mrn. As Percent Ecc. of resultant 12.55 rn Mu-Downward = 413 886 ft-# Omit SP Under Heel Max. Shear @ Toe 7. 75 psi Mu-Design 1147 -886 ft-# ----Toe Max. Shear @ Heel -4. 56 psi One-Way Shear: # 4 @ 19. 61 Allow. Ftg Shear 85.00 psi Actual = 7.7 4.6 psi # 5@ 30.39 Factors of Safety: Allowable = 85.0 85.0 psi # 6@ 43.14 Overturning 1. 51 : 1 Cover over Rebar = • 3. 50 2. 50 rn # 7 @ 48. 00 'Sliding 1.77 :1 'd' = 8.50 9.50 in # 8@ 48.00 --~tern Summary --Ru= Mu/bf2 17.6 10.9 psi # 9@ 48.00 Top Ste1: From 6.00 ft to Top of WaU 8.00in Masonry w/ # 6@ 16.00in, d= 5.25in , r~m= 1500.0psi, Fs= 24000,0psi LDF= 1.33, n= 25.78 Solid Grouted Wall Wt.= 78.00psf, Bar Embed= 12.0in Mactual = 0.0 <= 1578.9ft-H Vactual = 0.00 <= 22.33psi Interaction Value= 0.000 · Second Ste• From 5.00ft to 6.00ft 8.00in -Masonry w/ # 6@ 16.00in, d= 5.25in f'm= 1500.0psi, Fs= 24000.0psi LDF= 1.0Q, n= 25.78 Solid Grouted Wall Wt.= 78.00psf, Bar Embed= 12.0in Mactual = 5. 8 <= 1187. 2ft-# Vactual = 0.19 <= 19.36psi Interaction Value= 0.005 Third Ste1 From 3.33ft to 5.00ft 8.00in Masonry w/ # 6@ 16.00in, d= 5.25in f'm= 1500.0psi, Fs= 24000.0psi LDF= 1.00, n= 25.78 Solid Grouted Wall Wt.= 78.00psf, Bar Embed= 12.0in Mactual = 180.1 <= 1187.2ft-# Vactual = 2.28 <= 19.36psi Interaction Value= 0.152 HEa (,;op) : 15 @ TC£ (bot) : *5 ~ #4 HOOIZ. AS mJlolli 1' " Heel 17.54 27.19 38.60 48.00 48.00 48.00 2500 psi 60000 psi 0.0012 in o/c in o/c in o/c in o/c in o/c in o/c No p, -i-HOROWITZ TAYLOR ENGINEERING v 3914 MURPHY· CANYON ROAD # A 100 $AN· DIE;GO, CA 92123 TE_L (619} 5,60-4383 FAX (619) 560-884? CANTILEVERED RETAINING WALL DESIGN Description : Fourth Stet From 1.33ft to 3.33ft - 8.00in Masonry w/ # 6 @ 16.O0in, d= 5.25in f'm= ·1500.0psi, Fs= 24000.0psi LDF= 1.00, -n= 25. 78 Solid Grouted Will Wt.= 78.0dpsf, Bar Embed= 12.0in tactual= 930.8 <= 1187.2ft-# Vactual = 6.20 <= I9.36psi Interaction Value= 0.784 Botto• Ste1 From 0.00ft to 1.33ft . 12.00in Masonry w/ # 6@ 16.00in, d= 9.00in f'm= 1500.0psi, Fs= 24000.0psi LDF= 1.00, n= 25.78 Solid Grouted, Special Insp. Wall Wt.= 124.·00psf, Bar Embed= 6.0in Mactual = 1860.0 <= 5294.Bft-# Vactual = 5.96 <= 38.73psi Interaction Value = 0.351 = D, ~1-·LJ/o (~fit'd') Title: s:cope: Job#: Designer: Misc: . Dat~: 08/07 [95 EXHIBIT ART HMK 6' MAX. @ PARKING Page: i! ,,, .. HORQWlTZ TAYLOR ENGINEERING 3914 MURPHY CANYON ROAD # A 100 SAN DIEGO1 CA 92123 TEL (619} 560 ... ~83 FAX (619) 560;.;8842 'CANTILEVERED RETAINING WALL DESIGN Description : (c~:mt'd) Title:· Scope: _Job #: -Designer: Misc: Date: 08/07/95 EXHIBIT ART HMK 6' MAX. @ PARKING Page: ---------SUMMARY OF FORCES & MOMENTS --------- Origin of Force ... Active Soil Press. Soil over Heel_ Soil over Toe· Sloped Soil@ Heel Adjacent Ftg. Load Surcharge Over Heel Surcharge over -roe Axial Load on Wall = Load@ Proj. Wall -:Averaged Stel!l Wts. Added Lateral Load Footing Weight = Key Weight .-_ =--Vertical:Component · of Actite Pressu~e Totals --Overturning Ko1ents _· _ __------'-Resisting Mo1ents __ _ # ft -k-ft # ft k-ft 857.5 2.33 2000.8 0 0 0 0 0 0 825.0 2.63 2165.6 -17.5 0.33 -5.8 0.0 0.00 0.0 0 O O 0.0 0.00 0.0 0.0 0.00 0.0 0,0 0.00 0.0 0 0 0 0,0 0.00 0.0 -140.0 0.50 · -70.0 440.0 0.50 220.0 0 0 0 0.0 0.00 0.0 0 ,.0 0. 0 0 -0. 0 0 0 0 0 0 0 568.2 1.38 785.1 200.0 4.00 800.0 0 0 0 0 0 0 487,5 1.63 792.2 0 0 0 75.0 2.00 150.0 0 0 0 0.0 0.00 0.0 900. 0 # Resisting Totals Used For Soil Pressure (·Vert. Component of. Active Pressure Removed) 2725.0 k-ft 2395._7 # 2395.7 # 4112.9 k-ft 4112.9 k-ft ,, .. ,, HOROWITZ TAYLOR ENGINEERING Title: i .., 3914 MURPHY CANYON ROAD # A 100 SAN DIEGO, CA 92123 Scope: Job#: Designer: TEL (61.9) 560-4383 FAX {619) 560-8842 Misc: Oate: 08/07/95 Page: CANTILEVERED RETMNING WALL DESIGN Description : -Wall & Footing Data ---Vertical Loads ----Retained Height . . = 4. 00 ft Axial. DL on Stem O plf Wall Ht. above Soil = O. 50 ft . Axial DL on. Stem = O elf Toe Width 1.00 ft ..... Eccentricity = 0.00 rn Heel Width = 1. 50 ft Surcharge over Toe = · 440, 0 psf Total Footing Width 2. 50 ft Surcharge over Heel = O. O ps f Footing Thi chess 12. 00 in Note:· Toe Surcharge Resists Overturning Key Depth· . 6.0 in Note: Heel Surcharge. Resists Overturning Key Width 12. 0 in . Soil Data ---- Toe to Key Dist. 1.50 ft Allowable Bearing = 3000 psf ---Sliding Check Active Lateral 35.0 pcf Ftg/Soil Friction O. 35 ..... Max Press. 0. 0 pcf Soil to Neglect 12.00 in ..... Slope Press. = 0.0 pcf Lateral Pressure 498 # Backfill Slope O. 0 : 1 -Passive Pressure 788 # Passive Press. = 300. 0 pcf -Friction = 563 # Soil Density 110. 0 ~cf EXHIBIT ART HMK 4' MAX. @ PARKING ---Lateral Loads ---Lateral Load Acting on Stem Above Soil = Add' 1 Lateral Load· Dist to Load Start Dist to Load End 0.00 psf 50. 00 plf 0. 00 ft 4.00 ft ---Adjacent Footing ---Vertical Load . = 0. O # Load Eccentricity 0.00 in Footing Width O, 00 ft Ftg. CL to Wall 0.00 ft Vert. Position of Ftg, , .. Above/Below: [ +/-1 Spread Footing . 0. 0 ft No Add' 1 Force Re qui red O. 0 # Soil Ht over Toe O. 00 rn ---SUMMARY Footing Design------.-------.--Pressure @ Toe 2108.2 psf Soil Press, Mult, Toe Heel f'c 2500 psi Pressure@ Heel 0.0 psf By ACI Eq 9-1 = 2952· .O psf Ff Allowable Press. -= 3000 esr Mu-Upward O 1153 ft-# Mm. As Percent Ecc. of resultant 8.90 rn Mu-Downward = 413 287 ft-# Omit SP Under Heel Max. Shear @ Toe 5.27 psi Mu-Design = 740 -287 ft-# ---Toe Max. Shear @ Heel -0. 30 psi Ohe-Way Shear: # 4 @ 19. 61 Allow. Ftg Shear 85. 00 psi Actual 5. 3 O. 3 psi # 5 @ 30. 39 Factors of Safety: Allowable = 85.0 85.0 esi # 6@ 43.14 Overturning 1.65 :l Cover over Rebar = 3.50 2.50 rn # 7@ 48.00 Sliding = 2. 71 : 1 'd' = 8.50 9.50 in # 8 @ 48.00 --Stem Summary --Ru= Mu/bd'2 = 11.4 3.5 psi # 9 @ 48.00 Top Stet: From 6, 00 ft to Top of Wall 8.00in Masonry w/ # 5@ 16.00in, d= 5.25in f'm= 1500.0psi, Fs= 24000.0psi LDF= 1.33, n= 25.78 Solid Gr.outed Wall Wt.= 78.00psf, Bar Embed= 12.0in Mactual = 0.0 <= 1407.lft-# Vactual = 0.00 <= 22.33psi Interaction Value= 0.000 Second Stet From 5.00ft to 6~00ft 8.00in Masonry w/ # 5@ 16.00in, d= 5.25in f'm= 1500.0psf, Fs= 24000.0psi LDF= 1.00, n= 25.78 Solid Grouted Wall Wt.= 78.00psf, Bar Embed= 12.0in Mactual = 0.0 <= 1058.0ft-# Vactual = 0.00 <= 19.36psi Interaction Value= 0.000 Third Stet From 3 .. 33ft to 5.00ft 8.00in Masonry w/ # 5@ 16.00in, d=.5.25in f'm= 1500.0psi, Fs= 24000.0psi LDF= 1.00, n: 25.78 Solid Grouted . Wall Wt.= 78.00psf, Bar Embed= 12.0in Mactual = 12.9 <= 1058.-0ft-# Vactual = 0.45 <= 19.36psi Interaction Value= 0.012 8" C,M.U., Solid 6r 15 @ 16" Vert @ e- 14 @ 24" Horiz HEEL (top) : 115 @ ' o.o. TOE (bot> : 15@ ' o,o, i4 HOOI2. AS SHM 1 1" 1'·f'' •.•• = 60000 psi 0.0012 ? No Heel 17.54 in o/c 27.19 in o/c 38.60 in o/c 48.00 in o/c 48.00 in o/c 48.00 in o/c -. ;,. ... ~ . .,, HOROWITZ TAYLOR ENGINEERING 3914 MURPHY CANYON ROAD # A too SAN· DIEGO~ CA 92123 TEL (619) 560,..4383 FAX: (619) 560-8842 CANTILEVERED RETAINING WALL DESIGN Description : Fourth Ste• From 1. 3·3ft to 3. 33ft 8.00in ~asonry w/ I 5@ 16.00in, d= 5.25in f'm= 1500.0psi, Fs= 24000.0psi LDF= 1.00, n= 25.78 Solid Grouted Wall Wt.= 78.00psf, Bar Embed= 12.0in Mac.tual = 289.3 <= 1058.0ft-# Vactual = 2.8J <= 19.36psi Interaction Va-lue = 0.273 Botto• Ste1 From O. 00ft to 1. 33ft 8.00in Masonry w/ # 5@ 16.00in, d= 5.25in f'm= 1500.0psi, Fs= 24000.0psi · LDF= 1.00, n= 25.78' - Solid Grouted Wall Wt.= 78.00psf, Bar Embed= 6.0in . Mactual = 773.3 <= 1058.0ft-# Vactual = ~.26 <= 19.36psi Interaction Value= 0.731 (cont'd) Title: ·s~ope: Job#: Designer: Misc: Date~ 08/07/95 EXHIBIT ART HMK 4' MAX. @ PARKING Page: 'I ,.. HOROWITZ TAYLOR ENGINEERING v ,,.~ 3914 MURPHY CANYON ROAD # A 100 SAN DIEGO, CA 92123 TEL (619) 560-4383 FAX (619) 560-8842 CANlILEVERED RETAINING WALL DESIGN Description : (cont'd) Title: Scope: · Job #:: Designer: Misc: Date: 08/07 /95 Page: -EXHIBIT ART HMK 4' MAX. @ PARKING SUMMARY OF FORCES & MOMENTS Origin of Force ... --Overturning Ko1ents __ # ft k-ft Active Soil Press. 437.5 1. 67 729.2 Soil over Heel 0 0 0 Soil over Toe -17.5 0.33 -5.8 Sloped Soil@ Heel .0 0 0 Adjacent Ftg. Load 0.0 0.00 0.0 Surcharge Over Heel 0 0 0 Surcharge over Toe -/J.40. 0 0.50 -70.0 Axial Load on Wall 0 0 0 Load @ Proj. Wall · 0.0 0.00 0.0 Averaged Stem Wts. 0 0 0 Added Lateral Load . = 200.0 3.00 600.0 Footing Weight = 0 0 0 Key We1fht· = 0 0 0 Vertica Co~pone.nt of Active PressuFe 0 0 0 Totals 480 .0 # 1253.3 k-ft Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed) # 0 366. 7 0.0 0.0 0.0 0.0 440.0 0.0 0 351. 0 0 375.0 75.0 0.0 1607. 7 # 1607.7# Resisting Ko1ents __ _ ft k-f t 0 0 2.08 763.9 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.50 220.0 0.00 0.0 0 0 1.33 468.0 0 0 1.25 468. 7 2.00 150.0 0.00 0.0 2070.6 k-ft 2070.6 k-ft HOROWITZ 1TAYLOR ENGINEERING ST~UCTGRAL CONSULTING . STRUCTURAL CALCULATIONS PRomcr: __;l__:~_x_t-\_·\o_t_:T_~A_\2-_T+---~------------- CONCRETE STRtNGTII AT 1WENTY EIGI-IT DAYS: 1'/iASONRY: GRADE "N" CONCRETE BLOCK F' M = MORTAR: TYPE S 1800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 STRUCTURAL SIBEL: A-36 LUMBER: DOUGLAS FIR-IARCH JOISTS GRADE 40: GRADE 60: #2 #1 I 25ZJ0/'3ooo PSI 1.s-oa PSI 4 lf//AND LESS (U.O.N.) #1 AND LARGER 5 BEAMS AND POSTS STUDS CONSTRUCTION OR BETTER SEISMIC FORCE: RE~ORT BY: ~~--------------- WIND FORCE: DESIGN LOADS: E.QOF DEAD LOAD SLOPING ROOFING PLYWOOD JOIST-S INSUL. & CLG. MISC. TOTAL= ROOE LIVE t:OAD REPORT NO.: _____ _ SOIL PRESSURE: ___ _ ELQOR DEAD LOAD WALL DEAD LOAD · FLOORING IN1ERIOR 10 PSF PLYWOOD EXTERIOR -==M-::'.F...3E' JOISTS INSUL. & CLG. \2. ( Pull.Ui--t) MISC. / 4-( C1t/Z.lYE~ TOTAL = '2 5 p~J: ($'J::.'0Dc.JrJ q-. wT. l..oN l-. I J C $f:l >) FLOOR IJVE LO~~ p ..5,f--;;;:> (On-I CE) . . IN'IERIOR BALCONY ~o PSF too f":,F-~ offlc..E) IZ..S:-f>.( ~ 1Torlt>{:'£ 60 PSF (U.O.N.) EXIT WALKWAY 100 PSF These calculations are limited only to the items included h~rtin, selected . by the client and do not imply approval of any other portion of the structure by this office. ,, -15,7_,7-'1 1Q14MurohvCanvonRd. • SuiteA1Q0 • SanDieQo,California 92123 • (619)560-4383 • FAX(619)560-8842 .,,. I (j ,. . . . -• ' t l I ! ! 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Rebar Size # 5 (this is a Wind Load) Rebar Spacing = 8.00 in Concentric Dead Load = Wall: ZICp = 0.300 Concentric Live Load Parapet: ZICp . . 0.800 180.0 # 300.0 # . 6.·38 in 0.0 # 0.0 # Title: Scope: Job#: Designer: Misc: Date: ·01/26/95 EXHIBITION ART BUILDING NEW HMK LINE 2 PANEL Lateral Loads Point Lateral Load ... Height from Base (this is a Wind Load) Uniform Lateral Load Distance to Bottom Distance to Top (this is a Wind Load) Min. Allow Defl Ratio = 150.000 Concrete Weight 150.000 pcf Wind Load = Page: 0.0 # 0.00 ft 26.7plf 0.00 ft 26.00ft 36.00 psf Fixity % Used @ Base = O.Q % ·-·-· .. _ SeismicZone ; -·,41 1, ......... ·'······ .. ,. --~s·······-···· Material .... Dat'a .~· -, . . . : , . ~ .. Sµmmary : . . , . , . , _ .f'c . . = 3000 psi..,., .. "'" •. ~ •. ·-· .Using:. UBC. Sec:--t2614(i) method: •• Deflectfons are Iterated-----,- Fy . = 60000 psi . . .. ' . . Phi -0. 90 M-n ~:Phi·.: Moment Capacity:°. Min. Vert Steel % -o·.0020 % Applied: Mu @ Mid-Height . · Min. Vert Steel % = 0.0012 % Mu @ Top of Wall Max. Vertical Spacing = 18.00 in Allow Axial· Stress · Max .. Horizontal = 18.00 in Actual Axial Stress 'd' : Depth To Steel = 4.63 in · Max. As %: 0.6 * RhoBal 13.0128 % Wall Weight = 90.63 psf Maximum Service Deflection Effective Strip.Width = 36.00 in Ht/Service Oefl Ratio Live Load Doesn't act w/Short Term Seismic Parapet Wt Used Space bars @· base of parapet at Seismic -333587. 9 in-# = 231893.2 in-# = 7318.3 in-# = 120.0 psi = 16.1 psi 0.0084 % = 1.849 in = . 162 :1 = 18.0 in . Wind 328737. 8 in-# 136074.7 in-# 4440. 7 in-# 120.O psi 16.1 psi 0.0084 0.665 in 451 :1 18.0 in Factored Load Stresses Service Load Deflections Seismic Wind Basic Oefl.' w/o P-Delta = 2.611 in 1.064 in Basic Mu w/o P-Delta = 213210.3 in-#130487.1 in-# Moment in Excess of Mer = 231893.2 in-#136074. 7 in-# Max. Iterated Deflection = 3.177 in 1.265 in Max. Iterated Moment = 231893.2 in-#136074. 7 in-# Basic Defl. w/o P-Delta = Basic Moment w/o P-Delta = Moment in Excess of Mer = Max. Iterated Deflection= Max. Iterated Moment = Seismic 0.400 in 152293.1 in-# 160037. 7 in-# 1.849 in 160037. 7 in-# Wind 0.270 in 102646.5 in-# 105436.0 in-# 0.665 in 105436.0 in-# -Load Factors Used - AC! 9-1 & 9-2 DL = 1.40 AC! 9-1 & 9-2 LL = 1.70 AC! 9-1 & 9-2 ST = 1.70 .... Seismic= ST = 1.10 AG! 9-2 Group Factor = 0.75 AC! 9-3 Dead Load Fact=· 0.90 AC! 9-3 Short Term = 1 .. 30 UBC 2625(c)4 "1.4" Facter 1.40 USC 2625(c)4 110.9" Facter 0.90 ------------Analysis Values E :57,000*(f'c-.5) = 3122019 psi S-gross n : 29,000/Ec = 9.29 Mer= S * Fr Fr: 5 * (f.' c-.5) = 273.86 psi Rho balanced Ht/ Thk Ratio = 41.3& As(-eff) = t Pu:tot + (As*Fy) J / Fy= . 'a' = (As*Fy + Pu) /C.85*f'c*12Y -. 'c'= 'a1 / .85 = Moment of Inertia Modification Facter I-gross· I-cracked I-effective (AC!) Phi : Capacity R~duction Factor Mn= As(eff) * Fy * ( d -a/2) = Seismic 1.493 in2 0.976 in 1.148 i.n 1.00 1143.2 in-4 185.8 in-4 0.0 in-4 0.90 370653 in-# . Software (c) 1983-94 ENl;RCALC.Engine~ring Software = = 315 .4 in,.3 86369. O in-# 0.0214 Wind 1.469in2 0.960 in 1.129 in 1.00 1143.2 in-4 184.0 in-4 0.0 in-4 0.90 365264 in-# Licensed to: ... -..: ~ . ' SRN: TILT-UP CONCRETE WALL PANEL STRIP DESIGN Descriptioh: LINE 2 PANEL ... ,.' (cont'd) Title: Scope: Job#: De~_ig_ne:": Misc: Date: 01/26/95 EXHIBITION ART BUILDING NEW HMK LINE 2 PANEL Design Metr~d= 1994 UBG 2614<1> u/ iterated Oeflec~1onsoo-f DL = 179 lbs j Roof.LL= 2'39 lbs '+ tRooT E~c ~~in . ,.. .. .,_ ~ t-., ... ~ : ., ' ~ , a, .H--__ . "' "' "' C\J ,· ThioK =7.25 in Usi~g: # 5 @,B.00 in -f' C ~ 3000 PSi F!cl = 60000 psi SeiSMiC Zone =·4 SeiSMic Fcctor =0.300 E-f-f. Width= 36 in Page: Software·cc) 1983~94 ENERCALC Engineering Software Licensed to: · SRN: ·rr. _, ____ -~---·----.·· ,-----------. -.----·--·-··-_·. ·-··· .... -·· ... ... Pt,o.--:: --{f--+-~) (_zA-o) -~-2.1 .60. /1_, lb,L,.) ... ----· --· ------. . ----~--~boO _ !4. lL ;L). . (,I.JI -ri . . ... -. . . ··-· --·• .. ·• . . . .. . --. . ...... . . . F~~ _"";_(_b+J)l2-9)~ --~ .tb (q-k,) w· '··· -· -· · ---·-·----~-: ____ :__·:---..-: l!-'2.-.s-o_J~_ (.__ ~.r.L. )--------·--"-··· -----~ ____ _ -.. -~ ' : ~;-;-T :-1T~"':·il·:_ ~-.-----... _-_- . -~e.,--l--~+2 ( e:i· i 0·-\-_4-) j-e,~ S~J~J __ : {;~§. lb( -. . --. --wr 'i, -' : "2,.;._!,.• i ' -i : I -/ __ ., __ -••w...-----! __ ~ __ .J_J __ ~ ' +-! •-;_ ~ w-·--• ---,-----r--·-------•••-• --• -..-,----:;---- t- ----··-. ui1r--1p __ .;. __ : -~Q..Jx. 9 --L·ll-tf>. ____ ['1,1: __ ··---S:ets-~t1ov~-7--· __ _L_: ----'--- w . . ' ' ' ... { ) . ; --~ i' : / ':'~ I ~ !, I t ' . . ; ;' , . i I ! . ·i l . ' -----'---- I ·&···· \ .'?· ... 2'. 1 ·-, ... --·-·-------------------- -------··---- 1 i t : I ·-----~ l I -;~! --i i : I ; I : -. ----'-+1___,,,--------'--- ---~--!__ l l --·~--------· ! i I 1 I j ; I ! ! : i I j : I , : : ; , 1 : , ; ; 1 l ! I ; I ! l I i I ' ' i 1 I {' j ! I l I i i j ! ! I i ; I ' ; I l I I t I I ' I ' 1 ! l i l I ' : I I i : i . 1 l l j i i ! l ; --j 1 I ! I l t I I ', ! 1 •• ! i j ,' ! i ! I I t-+---:-,~,-+--f--+----,-----'----+---:--;-.- J I ' i f 1 : ! l • I f i _:.....__+--·-----+--+---+---i-----'----~--_ __,_ __ ·'-----:------+--+--l'----+-~-+-_,'--+--'---- __ ..i_~---1-+---+---+----i--'---,-----,:,.......~------,-'--!---,-...,.!---+--+---i!-,-+-_,__---"---i-+-,---+-, i I I l i i i -1 l : l I ! j I I ! l ! I ! I l l I .. I l ' ! l I l I I '~ I ! 1 I l I -I I 1 !-l j ,,. 1 -, 1 ·1 1 , , r -1 ----.p;·. . ... • 1 • ! I -/1 -.. ::-:Z:I 4f& ·-·-· -~. ': -2-1~ 1=·2-+f'B-.:_ __ 'L\40 ' ' . ' J J • ·\ I.:) 1--41-. -'-\ Q ':J-_,\-:- 3i..Z.Z.;:.-32-2.., i-· 'I I . ----''-----3-~r~~ i ~ i I i 1 ; 1 ; --- ~ <2,(1£ --------.. ·-·•·-· ··- -2.:14-o --====-· ---~·--··: - ·-.. . j~~~~~ .... '.9.9~---- 4-s4-/ - -L~--'2...4-L . ? 3' +-+l 3 52-~ .. --_____ ., .... ' 12.~ TILT-UP CONCRETE WALL PANEL STRIP DESIGN Description: Title: Scope: Job#: Designer: Misc: Date: 01/26/95 : EXHIBIT ART BUILDING NEW HMK 2 STORY LINE H Page: Wall Data Vertical Loads Lateral Loads Wall Height = 12.50 ft Uniform Dead Load -= 1470.0 # Point Lateral Load 0.0 # Parapet Height . = 0.00 ft Uniform Live Load = 3750.0 # ... Height from Base = 0.00 ft Thickness 7.25 in ..... Ecc. = 7.60 in (this is a Wind Load) Rebar Size # 5 (this is a Wind load) Uniform Lateral Load 28.0 pl f Rebar Spacing Concentric Dead Load = 2582.7 # Distance to Bottom = 0.00 ft Wall: ZICp = Concentric Live Load = 0.0 # Distance to Top = 12.50ft Parapet: ZICp = 12.00 in 0.300 0.000 (this is a Wind Load) Min. Allow Defl Ratio = 'Fixity % Used @ Base = Seismic Zone· = 150.000 0.0 % 4 Material.Data Concrete Weight = 150.000 pcf Wind Load = 36.00 psf Summary f I C = 3000 psi _ .......... ___ Using: UBC Sec. 2614(i) method ... Exact, Non-iterated----- Fy = 60000 psi Phi = 0. 90 M-n * Phi : Moment Capacity Min .. Vert Steel % = 0.0020 % ·Applied: Mu @ Mid-Height Min. Vert Steel % = 0.0012 % Mu@ Top of Wall Max. Vertical Spacing = 18.00 in Allow Axial Stress Max. Horizontal = 18.00 in Actual Axial Stress 'd' : Depth To Steel = 4.63 in Max. As %: 0.6 * RhoBal ~.0128 % Wall Weight = 90.63 psf -Maximum Service Deflection Effective Strip Width = 36.00 in Ht/Service De.fl Ratio Live & Short Term Loads Combined Seismic Parapet Wt Used Space bars@ base of parapet at = = = = = = Seismic 338026. 9 in-# 131910.5 in-# 46920. 5 in-# 120.0 psi 96.2 psi 0.0056 % 0.308 in 486 :1 = 18.0 in Wind 317372. 5 in-# 166449. 5 in-# 144198.5 in-# 120.0 psi 96.2 psi 0.0056 . 0.289 in 519 :1 18.0 in Factored Load Stresses Service Load Deflections Seismic Wind Basic Defl. w/o P-Delta = 0.054 in 0.079 in Basic Mu w/o P-Delta = 80304.3 in-#144198.5 in-# Moment· in Excess of Mer = 131910.5 in-'#166449.5 in-# Max. Iterated Deflection = 1.504 in 1.570 in Max. Iterated Moment = · 131910.5 in-#166449.5 in-# Basic Defl. w/o P-Delta = Basic Moment w/o P-Delta = Moment in Excess of Mer = Max. Iterated Deflection= Max. Iterated Moment = Seismic 0.073 in 121120.5 in-# 137253.4 in-# 0.308 in 137253.4 in-# Wind 0.064 in 119011. 2 in-# 127476. 9 in-# 0.289 in - 127476. 9 in-# -Load Factors Used --------------Analysis Values------------ AC1 9-1 & 9-2 DL = 1.40 ACI 9-1 & 9-2 LL = 1 . 70 ACI 9-1 & 9-2 _ST = 1 . 70 •... Seismic= ST -1.10 AC! 9-2 Group Factor = 0.75 ACI 9-3 Dead Load Fact = 0. 90 ACI 9-3 Short Term · = 1.30 UBC 2625{c)4 111.411 Facter 1.40 UBC 2625(c)4 110.911 Facter 0.90 E :57 ,OOO*(f' c-.5) = 3122019 psi S-gross n : 29,000/Ec = 9.29 Mer= s * Fr Fr: 5 * (f•c-.5) = 273 .. 86 psi · Rho balanced' Ht / Thk Ratio = 20.69 Seismic As(eff) = ·[ Pu:tot + (As*Fy) J / Fy= =---1.516 in2 'a'= (As*Fy + Pu) /(.85*f'c*12) ~--· 0.991 in 'c'= 'a' / .85 = 1.166 in Moment of lnertia ModificatioQ Factar 1.00 I-gross = 1143.2 in-4 I-cracked = 187.5 in-4 I-effective (AC!) = 0.0 in-4 Phi : Capacity Reduction Factor = 0.90 Mn = As(eff) * Fy * ( d -a/2 ) = 375585 in-# Software Cc) 1983-94 ENERCALC·Engineering Software 315.4 in-3 86369. 0 in-# 0.0214 Wind 1.412 in2 0.923 in 1.085 in 1.00 1143.2 in-4 179 .6 in-4 · 0.0 in-4 0.90 352636 in-# Licensed to: SRN: TILT~UP CONCRETE WALL PANEL STRIP DESIGN Des~ript-ion Design Method: Exocc 19S4 u~c 2614< i > (cont'd) Title: Scope.: Job#: Designer: Misc: Date: 01/26/95 EXHIBIT ART BUiLDING NEW HMK 2 STORY LINE H Axial DL -2582 1 bs t Axial LL = 0 lb:; Roof DL = 1469 1 b:a I Roof LL = 3749 1 bs f Roof Ecc = 7 in {l:'l ~ d ThlcK :7-;'25 in U~ing: t. 5 (! 12.00 ll\ -f' o = :3000 P"I fy = 60000 psi Se i SMi(j .Zone = 4 SeiSMic. FoctiOr c:0.300 Page: ( \ ) .. ' , I' -":}-. 1._ S:,. -f ~. ~ -=--:;. -l 'l-.s:;. -.,_ 2-5 ___ L ·--L---'--+--:--- --------~--'------~-.... .,.----,---,-,-·-··-···· --...,-----r-:--'---11.,---;---;----: ·--r·-+--+---+- . I , : I . .....,_,. ______ _ ----------~------;----·---~------, -1·-.. -----:-----; -----------__ _ --,··-___ : ·-i-+-L--__ ;_ __ '._:~ . ; --· ~ec ·e;s,.,,. .. 1' ~ V:.1-L:~ . .. ·--. ---··---~-----r -. ----. . - .. _ _ 0i) . LJ~ 8. CJ4' Ofl<NlN~) ( ~~½ -t~ ~-) . --. ~ \ 2 ~-~-... OP~\~~) ... ' 3 . ·o DEKff ('i~ w•r;-< 0 ·; j I I I I 1 ,u-,,ht-J)--+-l-~---~~~-i'----,-LlA·_-__ -;.r-._"r.:ro·· ..• i, ..-:._• .l,. -, --,---;--:-; LQ' P'-t>J/ -1rl. ;IC)~$' ..JtiA !\l»;f ":..,.\.o/,_-ll'-:::ki 2A~:~--l!::.~Er~-~~~·,~·~~i ~~~4::::::::1~0=¥'-"~l..-C--'T'k.J~~j_ • I T -, I ..,. l / 1 • ; ! .J).,i;;.. . . . ----. 1 . 1 1 1 1 • • i.;1 ~,1 ! 1.u i ~ ! I ! I :! ----l---+-,-'-.'-:-· -,! --. ;;>~ ~-~Ct-lh:vz?---r·,-_,_ -. . .. · ·· -. · I i -':'" i 1 i ! ! : I I _Title: Scope: Job#: Designer: Misc: _.·,· Date: · 01 /26/95 Page: TILT-UP CONCRETE WALL PANEL STRIP .DESIGN EXHIBIT ART BUILDING NEW De_scription Wall Data Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fi x.i ty % Used @ Base Seismic ,Zone = 25.00 ft = 1.00 ft = 7.25 in # 5 = 12.00 in = 0.300 = 0.800 = 150.000 = 0.0 % -. 4 Materia1 Data --- f'c = 3000 psi Fy · . . = .60000'psi Phi -o.90 Mill .. ·Vert Steel % = 0.0020 Yo Min. Vert Steel % = 0.0012 % HMK LINE 8 W/0 OPENING Vertical Loads Lateral Loads Uniform Dead Load = 36.0 # Point Lateral Load 0.0 # Uniform Live Load = 60.0 # ... Height from Base = 0.00 ft ..... Ecc. = 7.13 in (this is a Wind Load) (this is a Wind Load) Uniform Lateral Load = 0.0 plf 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 Wind Load) Concrete Weight = 150.000 pcf Wind Load = 12.00 psf -Summary ----Using: UBC. Sec: 2614(i) method ..• Deflections are .Iterated---- M-n * Phi : .Moment Capacity Applied: Mu@ Mid-Height Mu@ Top of Wall Allow Axial Stress = = = = Seismic 60337 .o in-# 39439. 3 in-# . Max. Vertical Spacing = 18.00 in Max. Horizontal = 18.00 in Actual Axial Stress 968.1 in-# 120.0 psi 14.5 psi 0.0071 % 0.202 in 1486 :1 Wind 59160.1 in-# 14584.5 in-# 361.1 in-# 120.0 psi 14.5 psi 'd' : Depth To Steel = 3.63 in Max. As%: 0.6 * RhoBal €l.0128 % \,/all Weight 90.63 psf Maximum Service Deflection Effective. Strip Width = 12.00 in Ht/Service Defl Ratio Live Load Doesn't act w/Short T!i!'rm 0.0071 0.090 in 3320 :1 18.0 in Seismic Parapet Wt· Used Space bars·@ base of parapet at = 18.0 in ~actored Load Stresses ----Service Load Deflections Basic Defl. w/o P-Delta Basic Mu w/o P-Delta Moment in Excess of Mer Max. Iterated Deflection Max. Iterated Moment = = = = ----Load Factors AC! 9-1 & 9-2 DL Used- = 1.40 ACI 9-1 & 9-2 LL = 1.70 AC! 9-1 & 9-2 ST . = 1 .. 70 ...• Seismic = ST· = 1.10 AC! ·9-2 Group factor = 0.75 AC! 9-3 Dead Load Fact = 0. 90 AC! 9-3 Short Term = 1 .30 UBC'2625(c)4 "1.4" Factar 1.40 USC 2625(c)4 "0.9" Factar 0.90 Seismic Wind 1.021 in. 0.114 in 35558. 7 in-# 14432.4 in-# 39439.3 in-# 14584.5 in-# 2.210 in 0.115 in 39439.3 in-# 14584:5 in-#· Basic Defl. _w/o P-Delta = Basic Moment w/o P-Delta = ~oment in Excess of Mer = Max. Iterated Deflection= Max. Iterated Moment = ------------Analysis Values E :57,000*(f'c-.5) = 3122019 psi S-gross n : 29,000/Ec -· 9.29. Mer= S * Fr Fr·: 5 * Cf' c-.5) = 273.86 psi Rho balanced Ht/ Thk Ratio = 41.38 Seismic As(eff) = [ Pu:tot + (As*Fy) J / Fy= 0.339 in' 'a'= (As*Fy + Pu) /C.85*f'c*12) =· 0.665 in 'c'= 'a' / .85 -= 0.783 in Moment .of Inertia Modification Facter 1.00 Sefamic 0.200 in 25399. O in-# 25653.3 in-# 0.202 in 25653. 3 in-# = = Wind 0.089 in 11342.2 in-# 11456.0 in-# 0.090 in 11456.0 in-# 105 .1 in-3 28789. 7 in-# 0.0214 Wind 0.332 in• 0.651 in 0.766 in I-grQSS -= 381 .1 in-4 1.00 381.1 in-4 27.0 in-4 0.0 in-4 0.90 65733 in-# I-cracked = 27 .4 in-4 I-effective (AC!) . = 0.0 in-4 Phi : Capacity. Reduction Factor = 0.90 Mn = As(eff) * Fy * ( d -.a/2 ) = 67041 in-# Software (c) 198~-94·ENERCALC ~ngineering Software Licensed to: · SRN: / " TILT-UP CONCRETE WALL PANEL STRIP. DESIGN Description (cont'd) Title: Scope: Job#: Designer: Misc: Date:' '·01/26/95 EXHIBIT ART BUILDING NE\./ HMK LINE 8 \.//0 OPENING Oesisn Method: 1994 use 2614<i> u~ Itel"Oted Defleo~ions>of OL = 35 lbs j Roof LL_= !59 lbs: 'I-tRoof Eoo., 7 in 0. Thiel; =7.25 in Using: ff 5@ 12.00 in f'o"' 3000 Psi Fl.I., 60000,Psi S~isnLc Zon~ = 4 S~isMic Factor =0.300 Eff. Width= 12 in Page: Software Cc) 1983-94 ENERCALC Engineering Software· Licensed to: SRN: ., TILT-UP CONCRETE WALL, PANEL STRIP DESIGN Description Title: Scope: Job#: Designer: Misc: Date: 01/26/95 EXHIBIT ART BUILDING NEW HMK LINE 8 WITH OPENING ----Wall Data Vertical Loads Lateral Loads Point Lateral Load Wall Height -25.00 ft Uniform Dead Load = Parapet.Height 1.00 ft Uniform Live Load = Thickness = 7.25in ..... Ecc. = Rebar Size .# 5 (this is a \lind Load) Rebar Spacing = 8.00 in Concentric Dead Load = Wall: ZICp = 0.300 Concentric Live Load· = Parapet: ZICp = 0.800 Min. Allow Defl Ratio = 150.000 Concrete Weight Fixity % Used @ Base = 0.0 % Seismic Zone · · = -4 Materiai Data--:-:- 126.0# 210.0 # 7.13 in 0.0 # 0.0 # 150.000 pcf ... Height from Base = (this is a Wind Load) Uniform Lateral Load Distance to Bottom Distance to Top (this is a \./ind Wind Load Load) Page: 0.0 # 0.00 ft 38.3 plf 0.00 ft 26.00 ft 12.00 psf . f I C = : 3000. psi Summary ---~--Using: UBC Sec. 2614(i) method.:.Deflections are Iterated---- Fy = 60000 psi Pi:li = 0.90 . Min. Vert Steel % = 0.0020 % · Min. Vert Steel % = 0;0012 % Max. Vertical Spacing = 18.00 in M-n * Phi : Moment capaci'ty · Applied: Mu@ Mid-Height Mu@ Top of Wall Allow Axial Stress Max. Horizontal_ = 18.00 in Actual Axial Stress 'd' : Depth To Steel = 6.13 in Max. As %: 0.6 * RhoBal-§.0128 % wa LL Weight 90. 63 psf Maxi mum Service Deflection Effective Strip Width = 36.00 in Ht/Service Deft Ratio Live ·Load Doesn't act w/Short Term Seismic Parapet Wt Used Space bars@ base of parapet at = = = Seismic 453489. 1 in-# 270432.2 in-# 6563.4 in-# 120.0 psi 15.5 psi 0.0063 % 1.407 in 213 :1 = 18.0 in Wind 446910.0 in-# 44810.0 in-# 3103.2 in-# 120.0 psi 15.5 psi 0.0063 0.093 in 3209 :1 18.0 in Factored Load Stresses Service Load Deflections Basic Def_L. w/o P-Delta Basic Mu w/o P~Delta Seismic W1nd = 2. 110 in 0.117 in = 258476.1 in-# 44307 .2 in-# · Moment in·Excess of Mer Max. Iterated Deflection Max. Iterated Moment = 270432.2 in-# 44810.0 in-# = 2.110 in . 0.118 in Basic Defl. w/o P-Delta = Basic Moment w/o P-Delta = Moment in Excess of Mer = Max. Iterated Deflection= = 270432.2 in-# 44810.0 in-# Max. Iterated Moment = ------------Analysis Values -Load Factors AC! 9-1 & 9~2. DL AC! 9-1 & ·9-2 LL ACI 9-1 & 9-2 ·sT ..•• Seismic-= ST Used-- = 1.40 = 1.70 = 1 .. 70 = 1.10 E :57,000*(f'cA.5) · = 3122019 psi S-gross. n : 29,000/Ec· = 9.29 Mer = s * Fr Fr: 5 * (f' cA .5) = · 273.86 psi Rho balanced Ht / Thk Ratio 41.·38 Seismic Seismic 0.485 in 184625.8 in-# 190318.4 in-# 1.407 in 190318.4 in-# = = Wind 0.092 in 34988.4 in-# 35366.8 in-# 0.093 in 35366.8 in-# 315.4 inA3 86369. 0 in-# 0.0214 AC! 9-2 Group Factor AC! 9-3 Dead Load Fact AC! 9-3 Short Term = 0 .. 75 As(eff) = [ Pu:tot + (As*Fy) J / Fy= 1.489 in2 \./ind 1.466 in2 0.958 in 1.127 in UBC 2625(c)4 '!1.4" UBC 2625(c)4 "O. 9" = 0 .. 90 = 1.30 Facter 1.40 Facter 0.90 'a' = (As*Fy + Pu) /C.85*f'c*12) -0.974 in 1·c1= 'a'/ .. 85 = 1.145in Moment of ·inertia Modification Facter 1.00 I-gross = 1143.2 inA4 I-cracked = 361.1 inA4 I-effective (ACI) = 0.0 inA4 Phi : Capacity Reduction Factor = 0.90 Mn = As(e.ff) * Fy * ( d -a/2 ) = 503877 in-# Software (c) 1983-94.ENERCALC Engineering Software 1.00 1143.2 inA4 357.3 in~4 0.0 in~4 0.90 496567 in-# Licensed to: SRN: TILT-UP CONCRETE WALL PANEL STRIP.DESIGN Description: (cont'd) Title: scope: Job#: Designer: Misc: Date: · 01/26/95 EXHIBIT ART BUILDING NEW HMK LINE 8 WITH OPENING Design Method·: 199q UBC 2614<i ~ u/ [tero-ced Oeflections:~of DL = 125 lbs j Roof LL= 209 lbs ~ V Roof Eco= 7 in ThicK =7.25 in Using: j 5 @·a.00 in -f'e = 3000 psi F!el = 60000 psi SeisMio Zone= 4 SeisMio Factor =0,300 Eff. Width= 36 in Page: · . Software Cc) 1983-94 ENERCALC Engineering Software Licensed to: ' SRN: l . I i ! I i I . : l ; j I ! I I ! I I • ! I i l ! 1 i I . ; I 1 i ; ' i ! ! 1 I : ! ! . ·1 I l : . • ! -·---·-----·-·-·•---· ----··j· ---. : i ~: ' I c-·--~ \~: _I~- -.. -~Ax/hi,.: L"'A!)_-,.__-lt-(-L±.+t'°)-~ 4t j ~123. b _ -l Jc!. '.L l>.L.) ____ _ f--';;>~UME z ve ¥2.-T 01~0.0u110~ . , l , ; ; : ; ! 'I . · '1 ! • , I , , 1 , l • ·--·-r-·· 'w~~~-Jc\'.C~<AT-t--z~,f~~; . .. -··-... --------··-··· ---·--· .. t. -:----------.·----~ I ! : l , I ·Tbt-~ A1>PED --~i~~~ ~d~:~-~ ~-~~(J4?\~=~z~~~ _____ ~---~~1::>-r>.L -;:-.... Zl-6.0-:---~·-S·.:J---!-L. /-' ... ___ : ___________ _ • I ·--·--.... \l !.. -· 12-' . I I ' . ··---------·-··--· _________ z._,~-----------____ (._____ : ·-····-·----------··--·-------· .. -------------·-- . ' ' ' ... : : ~-b-D\Tlo~~-L--~.&0;P.~ .. 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Moi'-4. .fSi12.-tzNcn-1-1 Ic.-~ ~ n ~ ( J _~) i-..(-~ e--7 ~ ~ . ? ::::-J; ~ ( 1 i,~1:,) ( ~ ~ , 00) 2.-+ ( l z-) C • a, b) -:-3, = 14-4-. 4-, ~? 11 A;;t. • Po,c N Tl-AL DE.FL . ~h.-=-5 M" j_ c..4 ft, Et-Ic..t2- ::. .? (I 17 i., >) (? o., ) .,__ '"" 'L -:/--(:/ 48 (?12-o)(__\<k--·4) ,1 IL ~ \l 0 ,b b E p L c(., T lol\.J b E S1,(,,N T3 -=-fr2. b h 3 -;.. /ii (ri,)( Jri-s)J =-:/-9/. 4--IM4- M~ = siYC l~ _ l P-&PLf<.. 1 t er"-.,\ ~ P c::5>N l u it..-~(,,,, z_b l4 ( f- 1 ) c...) (__t,A,c.,{C-t=v ~GT, b._ U2.-~ 5 \\c.,.e, i.e.., L f't7 f <-:tcJ -- 5" ( 4& . g ~)(~a) ,_ -= o . I b \ ts (3 I'½') l 1-9 I. 9· ) . 700 (• --2.. I ;::-o 4- . . M ~ ~ . 4:s A-2, (n) + 2:2-t5c;,,, ('--) ; ;i-;9 I 4i3 '' # M s, ~ ~ J. b " t.. > i---1 c:l'c-. TEr-----i p, Vt::q, ~./N.r-. CJ 1 /c_ I I I, USE 9 ~ 1H-lct-0tJN£-. ~'- W # ~ r";::> tC:::.'1 t?~c._, VEf!-.T '~~ ~ 115 0 I c.:,t' o ·~ ~. \-C:::~ .. RESTRAINED ··RETAINING -WALL DESIGN Description: ----WaXl Data Retained Soil Ht. = 10.00 ft 0.00 ft 25.00 ft 25.00 ft Footing Footing Thickness Toe Width Heel Width Total footing Width Passive Lateral Data = Ht. Above Top Support = Dist: Ftg. To Top SuppoFt Total Wall Height = Fixity@ Base of Wall = 0 % Key-Depth = --:--Vertical Loads Key Width Axial Dl on S~em = Ax-ial LL; on Stem = 273.0 plf. Key Dist .. to Toe 390.0 plf = = .... Eccentr.icity· Surcharge over Toe Surcharge·over Heel = 6.00 jn Pressure @ Toe 0.0 psf 0.0 psf_ Lateral Loads - Lateral ~oad Acting on Stem above spi l = 0. 0 psf Ai:ld'l ,Lateral ·Load = 0.-0 plf •.•• Top Ftg to load staf"t 0.00 ft ·.; .. Top Ftg to load ·staf"t 0.00 ft -Sliding Check @ Base - Slab Resists Wall SldingJ Ftg/Soi l Friction -0.400 Soil to Neglect = Factor of Safety = Lateral Pressure = ~ Passive Pressure ~ Friction Pressure Addn'l Force Req'd = 0.00 in 999.00 :1 0.0 # 0.0 # 0.0 # 0.0 # Pressure@ Heel Allowable Press. Sliding F.O.S. = Restraint Force Req'd at ·-Top of .Wall Additional Restraint Req' d at ,-Bottom. = = Soil Press. Mult. by ACI 9-1 Mu -Upward Mu -Downward Mu -Design One-Way Shear: Actual Allow*.85 Cover over Rebar Ru= Mu/bd2 As Req'd Toe = 2891 = 3671 364 = 3307 = = 20.6 = 93 .. 1 = 3~00 = 45 = 0.15 Title: Scope: Job#: Designer: Misc: Date: 02/13/95 Soil Data · 12.00 in · Allow. Soil Bearing 1.67 ft Active Fluid Press 1-.50 ft 3 .. 17 ft 100.0 psf 0.00 in 0.00 -in 0.00 ft Design Fluid Press- Backfill Slope Soil Density Soil Ht Over Toe Summa_ry 2029.9 psf Ecc. of Resultant 995.3_psf -Kern Distance 2000.0 psf -Footing One-Way Shear: 999.00 :1 @ Toe @ Heel 446.6 # 0.0 # Footing Heel Allowable Shear. Footing overturning Stabi L ity Ratio · Design f'c Fy Min. Asteel = = = = = Page: 2000 psf 65 pcf 65.00 pcf 2.00 :1 110.0 pcf 4.00 in 2.17 in 6.34 in 20.58 psi 0.19 psi 93.1 psi 999.00 3000 psi 60000 psi 0.0014 % 1418 psf 407 ft-# 475 ft-# -68 ft-# -----Rebar Choices ----- 0.2 psi 93.1 psi 3.00 in 1 psi 0.15 in2 #4@ #5@ #6@ #7@ #8@ #9@ Toe 15.87 24.60 34.92 47.62 48.00 48.00 Heel 15.87 in 24.60 in 34.92 in 47.62 in 48.00 in 48.00 in Stem Design Data Stem Section Designs Stem Mater_ial : Concrete NOTE!! Maximum Moment Occurs at 6.33 ft above Top of Footing f'c = 3000 psi TO(;! .8 Ht .6 Ht .4 Ht .2 Ht Bottom Fy 60000 psi Dist. above Ftg 25.00 20.00 16.00 6.33 5.00 0.00 ft Rebar Cover 1 in Bar Size 6.00 6.00 · 6.00 6.00 6.00 6.00 Wall Thickness = 9.25 in Rebar Spacing 12.0 12.0 ·--12.0 12.0 12.0 12.0 in Rebar Location Edge Edge Edge Edge Edge Edge Rebar 'd' Dist, 8.13 8.13 8.13 8.13 8.13 8.13 in Tension Face Front Front Front Front Front Front Moments: Actual 0 3172 -6221 12701 12331 0 ft-# · Allowable 15230 ·15230 15230 15230 15230 15230 ft-# Shears: Actual 0.0 7.8· 7.8 0.1 6.3 48.8 # Allowable 93.1 93.1 93.1 93.1 93.1 93.1 # Wall Weight 111.77 111.77 111.77 111.77 111.77 111. 77 psf . Softwa·re (c) 1.9.83-94 ENERCALC Engineering Software Licensed to: SRN: . .b: -(cont.'d) 'Description .: ¥61~%ll'!000li6 __ ;-(, ::;-; • .------~-----T!.::o::i:::..,~-----,,,:---,, Suppor ,fl,6 @ 12 .00" o ,;-(7; • .---~-~----,.------ffl :lt6 .@ 12 .00". o •. -c·:;-;--.,.._-----~--~ =lt6 @ 12.00" o • .c-.--~-----~tl!l =lt6 @ 12.00" o..e-.~---~---~-l~ i,, "" HEEL (top): #5@ TOE (bot): 45@ u o.c. ~ "o.c. =lt4 HORIZ. AS SHOWN . Software Cc) 1983-94 ENERCALC Engineer1ng Software Title: Scope: Job#: Designer: Misc: Date: 02/13/95 · Page: Licensed to: SRN: . (I I, Ll.SE-. 9 )~ TH~. ~N.C. kJP-t.\. ·lj/ '7'£ 0 ,---:U / 2. 1 ' 0 , c , '\./c:(L..·y · ~ \ t--._\7 E:JZ-10t2-.-F~cG 1r . f, . -;f:s 0 t 0 o. c. V£ rz,,,-(:) cx1, F-?;cf: + ,tts-,-;;) t 6 l I c) < c_p. ~1-"b \ #S-tid<LI c:... ~ 16'' 0 ' c_ • ;z.'· . --------------· -r-----------.-. -............. ---==~,_.!..::=~~~~:.:a:.!:::.L.,,/':.:..:f.).:_I_ .. --··_:. . -. . --;· I ! 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RISA-~D (R) Version 3.00 EXHIBIT ART BUILDING FR-1 Units Option US Standard AISC Code Checks : 9th Edition Shear Deformation: Yes P-Delta Effects Yes Redesign . No . Edge Forces . No . A.S.I.F. . 1.333 . ASD Job -----Page ____ _ Date ----- -------------------------------------~-------------------------------------- Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. -----~-----(ft)-~------(ft)-----(in,K/in)----(in,K/in)---(r,K-ft/r)-----(F)- 1 0.00 0.00 R R R 0.00 2 0.00 12.50 0.00 3 20.00 12.50 STORY 1 0.00 4 20.00 0.00 R R R 0.00 ----------------------------------------------------------------------------Material Elastic Poisson's Thermal Weight Yield Stress Lab~l Modulus Ratio Coefficient Density (Fy) ---------------(Ksi)-----------------~-----(F)--------(K/ft3)------(Ksi)---- STL 29000.00 0.30000 0.65000 0.490 36.000 ----------------------------------------------------------------------------Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef --------------------------------------(inA2)---------(inA4)----------------- COL W10X30 STL 8. 84 1 70. 000 1. 20 BM W12X22 STL 6.48 156.000 1.20 . . ----------------------------------------------------------------------------I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ---------------· ---------. ------------------------(in)----(in)------(ft) 1 1 -2 COL Y 12.50 2 2 -3 BM Y 20.00 3 3 -4 COL Y 12.50 ----------------------------------------------------------------------------I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Le In Out Cm Cb -------------------(ft)--·-(ft)-----(ft)-----------------------------· ---- 1 1 -2 1.20 EXHIBIT ART BUILDING FR-1 RISA-2D (R) Version 3.00 Job -----Page Date ____ _ ---=---------=-=--_ ·=-=--==-----------.----------------------------------- ---------------------------------------------------------------------------- I J Unbraced Lengths K Factors Bending Coefs No Node Node ·Lb-in Lb-out Le In Out Cm Cb --------------------(ft)-----(ft)-----(ft)---------------------------------- 2 2 -3 0.00 1.20 3 3 -4 1.20 ---------------------·------------------------------------------------------ BLC Basic Load Case Load Totals No. · Description Nodal Point Dist. -----· -----------------------------------------------~--------------------- 1 DEAD 2 LIVE 3 SEISMIC Nodal Loads, BLC 1 : .DEAD 2 2 1 1 1 -----------· --. ·-------------------·----------------------------------------Node Number Global X Global Y Moment ------------------------(K)------------------(K)------------------(K-ft)---- 2 0.000 3.500 0.000 3 0.000 3.220 0.000 Member Distributed Loads,BLC 1: DEAD -------------------------·--------------------------------------------------Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location -~-----------------------(K/ft,F)-----(K/ft,F)---------(ft)---------(ft)---- 2 2 -3 Y 0.10~ 0.100 0.000 20.000 Nodal Loads, BLC 2: LIVE -----------------------------------~ ----------------------------------------- Node Number Global X Global Y Moment -·----------------------(K)------------------(K)------------------(K-ft)---- 2 0.000 17.500 0.000 3 0.000 16.100 0.000 Member Distributed Loads,BLC 2: LIVE ------.---------------------"-----------------------------------------------Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location -------------------------(K/ft,~)-----(K/ft,F)---------(ft)---------(ft)---- 2 2 -3 Y 0.500 0.500 0.000 20.000 RISA-2D (R) Version 3.00 Job -----Page ----- EXHIBIT ART BUILDiNG FR-1 . Nadal Loads, BLC 3: SEISMIC· Node Date Number Global X Global Y Moment ------------------------{K)-----------------(K)------------------(K-ft)---- 2 12.500 0.000 0.000 ---------------------------------------------------------------------------- Load Combination Self Wt BLC BLC BLC BLC BLC w E No. Def:!cription Dir Fae Fae Fae Fae Fae Fae DYNA s V ---------.---·------------------.-------------------------------------------1 DEAD y -1 2 DEAD+LIVE y -1 3 SEISMTC 4 SEIS.+.85 DEAD 5 SEIS.-+.8~ ·bElµ) 6 DEAD+LIVE+SEIS.+ y -1 7 DEAD+LIVE+SEIS.-y -1 Dynamic Analysis Data Number of modes (frequencies) Basic Load, Case for masses Acceleration of Gravity 1 1 1 1 1 1 Load Combination is 1: DEAD Nodal Displacements -1 -1 -.85 -.85 -1 -1 2 -1 2 -1 2 -1 3 None 32.20 3 1 y 3 1 y 3 -1 y 3 1 y 3 -1 y --------.------------------------------------------------------------------- Node Global X Global Y Rotation ---------------------(in)----------------(in)----------------(rad)--------, 1 -0.00000 -0.00000 0.00000 2 0.00019 -0.00287 -0.00030 3 -0.00027 -0.00271 0.00031 4 0.00000 -0.00000 -0.00000 Load Combination is 1: DEAD Spring Reactions Node Global X Global Y Moment ---------------------(K)------------------(K)---------------(K-ft)--------- 1 0.36403 5.09636 -1.44143 4 -0.36403 4.81665 1.43854 Totals 0.00000 9.91301 -0.00289 RISA-2D (R) Version 3.00 Job -----Page Date ____ _ EXHIBIT ART BUILDING FR-1 ------.--------------------------------.------------------------------------ Load Combination is 1: DEAD Member End Forces ----------------------·---·-------------------------------------------------- Nodes ==========I-End========== ========== J-End ========== No I J Axial Shear Moment Axial Shear Moment --------~------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-2 5.10 -0.36 -1.44 -4.72 0.36 -3.11 2 2-3 0.36 1.22 3.11 -0.36 1.22 -3.11 3 3-4 4.44 0.36 3.11 -4.82 -0.36 1.44 Load Combination is 1: DEAD AISC Code Checks ----,--------:---------·---'------------------------------------------------ No 1 2 3 Nodes I J 1-2 2-3 3-4 Maximum 0.0985 0.06.52 0.0958 0 0.0736 0.0652 0.0958 Member Quarter Points 1/4 1/2 3/4 0.0532 0.0324 0.0773 0.0614 0.0628 0.0587 0.0799 0.0324 0.0505 L 0.0985 0.0652 0.0708 Shear 0.0080 0.0265 0.0080 Load Combination is 2 Nodal Displacements DEAD+LIVE -------------------------------------------------------------------------- Node Global X Global Y Rotation . . d -------------------(in)------. ----------(in)----------------(ra )--------- 1 -0.00000 -0.00000 0.00000 2 O.DOQ95 -0.01604 -0.00155 3 -0.00142 -0.01505 0.00156 4 0.00000 -0.00000 -0.00000 Load Combination is 2 Spring Re~ctions DEAD+LIVE ------------.-------------------------.------------------------------------- Node Global X Global Y Moment ----------------------(K)-----------------(K)---------------(K-ft)--------- 1· 1.85553 27.59567 -7.34802 4 -1.85553 25.91735 7.33024 Totals 0.00000 53.51302 -0.01779 Load Combination is 2-: DEAD+LIVE Member End Forces -------------------------.------------------------------------------- Nodes ========== I-End ---------========== J-End ========== No I J Axial Shear Moment Axial Shear Moment -------~-------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 . 1-2 27.60 -1.86 -7.35 -27.22 1.86 -15.84) 2 2-3 1.86 6.22 15.84 -1.86 6.22 -15.86" _EXHIBIT ART BUILDING FR-1 RISA-2D (R) Version 3.00 Job -----Page -----Date t.' 1 ---.------------------------------------------------------------------------ Nodes ---I-End-------~--========== J-End ========== No I J Axial Shear Moment Axial Shear Moment ---------------(K)---~----(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 3 3-4 25.54 1.86 15.86 -25.92 -1.86 7.33 Load Combination is 2: AISC, Code Checks No Nodes I·.-J Maximum 0 DEAD+LIVE Member Quarter Points 1/4 1/2 3/4 L Shear -·-·--------, ___ .----------------------------------------------------------- 1 2 3 1-2 2-3 3-4 0.4999 0.3324 0.4835 0.3756 0.3320 0.4835 0.2873 0.1653 0.3973 0.3270 0.3202 0.3110 0.4135 0.1652 0.2709 0.4999 0.3324 0.3589 0.0410 0.1350 0.0410 Load Combination is 3 Nodal Displacements SEISMIC Node Global X Global Y Rotation ---------------------(in)----------------(in)----------------(rad)--------- 1 . 0.-00000 0.00000 -0.00000 2 0.64019 0.00176 -0.00333 3 0.63226 -0.00176 -0.00327 4 0.00000 -0.00000 -0.00000 Load Combination is 3: SEISMIC Spring Reactions ----------.----------------------------------------------------------------- Node Global X Global Y Moment ----------------------(K)------------------(K)----------------(K-ft)--------- 1 -6.29068 -3.00223 48.35863 4 -6.20932 3.00223 47.84666 Totals -12.50000 0.00000 96.20529 Load Combination is 3 : SEISMIC Member End Forces . . ----------------------------------------------------------------------------Nodes ==========I-End========== ========== J-End ========== No I J Axial Shear . Moment Axial Shear Moment ---------------(K)---~----(K)---~--(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-2 -3.00 6.28 48.36 3.00 -6.28 30.11 2 2-3 6.21 -3.00 -30.11 -6.21 3.00 -29.93 3 .3-4 3.00 6.22 29.93 -3.00 -6.22 47.85 EXHIBIT ART BUILDING FR...;.1 Load Combination is 3: AISC Code Checks RISA~2D (R) Version 3.00 . SEISMIC Job -----Page Date--~-- _________________________ , ___ . ------a---------------------------------------- No Nodes I J Maximum 0 Member Quarter Points 1/4 1/2 3/4 L Shear ---------------------------------------------------------------------------- 1 2 3 1-2 2-3 3-4 0.6324 0.4911 0.6357 Load Combination is 4: Nodai Displacements· 0.6324 0.4911 0~4057 0.3807 0.1289 0.2667 0.0423 O.l562 . 0.1366 SEIS.+.85 DEAD 0.1465 0.2639 0.3861 0.3983 0.4883 0.6357 0.1041 0.0489 0.1032 ---------------------------------------------------------------------------- Node Global X Global Y Rotation ---------------------(in) ---------------(in)----------------(rad)--------- 1 0.00000 -0.00000 -0.00000 2 0.64192 -0.00048 -0.00355 3 0.63366 -0.00386 -0.00307 4 0.00000 -0.00000 -0.00000 Load Combination is 4 Spring Reactions SEIS.+.85 DEAD Node Global X Global Y Moment ---------------------(K)-----------------(K)---------------(K-ft)--------- 1 -6.03655 0.81510 47.47556 4 -6.46345 6.59690 48.96925 Totals -12.50000 7.41200 96.4448i Load Combination is 4: SEIS.+.85 DEAD Member End Forces Nodes =========I-End========= ========== J-End ======= == No I J Axial Shear Moment Axial Shear Moment ---------------(K)--------(K)--~---(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-2 ·o.a2 6.04 47.48 -0.82 -6.04 28.03 2 2~ 3 6.46 -2.16 -28.03 -6.46 3.86 -32.17 3 3-4 6.60 6.49 32.17 -6.60 -6.49 48.97 Load Combination is 4: AISC Code CheGks . No Nodes I J Maximum 0 SEIS.+.8-S DEAD Member Quarter Points 1/4 1/2 3/4 L Shear -·--------------------------------------------------------------------------1 1-2 2 · 2-3 0.615.2 0.5235 0.6152 0.4616 0.3729 0.2843 0.1307 0.0752 0.1233 0.2509 0.3655 0.5235 0.1002 0. 0628' RISA-2D (R) Version 3.00 Job -----Page Date ____ _ EXHIBIT ART BUILDING FR-1 No Nodes I J Maximum ,0 · Member Quarter Points 1/4 1/2 3/4 L Shear -------------------------·-------------------------------------------------- 3 3-4 0.6760 Load Combination is 5 Nodal Displacements 0.4604 0.2000 0.1553 0.4156 0.6760 SEIS.-+.85 DEAD Node . Global X Global Y Rotation 0.1077 . ' ' . d --------------------(in)-.---------------(1n)----------------(ra )--------- 1 -0.00000 -0.00000 0.00000 2 -0.64170 -0.00400 0.003l3 3 -0.63406 -0.00034 0.00349 4 -0.00000 -0.00000 0.00000 Load Combination is 5 : SEIS.-+.85 DEAD Spring Reactions ---------------------------------------------------------------------------- Node Global X Global Y Moment ----------------------(K)------------------('K)---------------(K-ft)--------- 1 6.51818 6.83457 -49.48630 4 5.98182 0.57743 -46.96647 Totals 12.50000 7.41200 -96.45277 Load Combination is 5 : SEIS.-+.85 DEAD Member End Forces ---------------------------------------------------------------------------- Nodes ==_=======I-End========== ========== J-End ========== No I J Axial Shear Moment Axial Shear Moment ----------~----(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-2 6.83 -6.55 -49.49 -6.83 6.55 -32.36 2 2-3 -5.98 3.86 32.36 5.98 -2.16 27.84 3 3-4 0.58 -5.98 -27.84 -0.58 5.98 -46.97 toad Combination is 5 AISC Code Checks SEIS.-+.85 DEAD ---·------------------------------------------------------------------------ No Nodes I J Maximum 0 Member Quarter Points 1/4 1/2 3/4 L Shear ---------------------------------,.·----------------------------------------- 1 1-2 0.6843 0.6843 0.4217 0.1591 0.2019 0.4645 0.1086 2 2-3 0.5158 0.5158 0.2431 0.0618 0.2709 0.4482 0.0628 3 3-4 0.6069 0.3614 0 .1214,, 0.1269 0.3669 0.6069 O. 09,93 RISA-2D (R) Version 3.00 Job -----Page Date ____ _ EXHIBIT ART BUILDING FR-1. =====================-=' =·=================================================· Load .combination is 5 : SEIS.-+.85 DEAD Nodal Displacements Node Global X Global Y Rotation . . d ---------------------(in)-----------------(in)----------------(ra )--------- 1 -0.00000 -0.00000 0.00000 2 -0.64170 -0.00400 0.00313 3 -0.63406 -0.00034 0.00349 4 -9.00000 -0.00000 0.00000 Load Combination is 5: SEIS.-+.85 DEAD Spring Reactions ---------------------------------------------------------------------------- _ Node Global X Global Y Moment ----------------------(K)------------------(K)---------------(K-ft)--------- 1 6.51818 6.83457 -49.48630 4 5.98182 0.57743 -46.96647 Totals 12. 50000 7. 41200 -96. 45277 . Load Combination is 5 : SEIS.-+.85 DEAD Member End Forces -------·-----------------------.-------------------------------------------- Nodes ========== I-End = ======= ========== J-End ========== No I· J Axial Shear Moment Axial Shear Moment ---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-2 6.83 -6.55 -49.49 -6.83 6.55 -32.36 2 2-3 -5.98 3.86 32.36 5.98 -2.16 27.84 3 "3-4 0.58 -5.98 -27.84 -0.58 5.98 -46.97 Load Combination is 5 AISC Code Checks SEIS.-+.85 DEAD ---------------------------------------------------------------------------- No Nodes I .J Maximum 0 , Member Quarter Points 1/4 1/2 3/4 L Shear ---------------------------------------------------------------------------- 1 2 3 1-2 2-3 3-4 0.6843 0.5158 0.6069 0.6843 0.5158 0.3614 0.4217 0.2431 0.1214 0.1591 0.0618 0.1269 0.2019 0.2709 0.3669 0.4645 0.4482 0.6069 0.1086 0.0628 0.0993 Load Combination is 6: DEAD+LIVE+SEIS.+ Nodal Displacements ----------------------------------------------------------------------------- Node Global X Global Y Rotation --------------------(in)-----------------(in)----------------(rad)----.---- 1 0.00000 -0.00000 -0.00000 2 0.65282 ~0.01425 -0.00494 RISA-2D (R) Version 3.00 Job -----Page -----Date EXHIBIT ART BUILDING FR-1 ---------------------------------------------------------------------------- Node Global X Global Y Rotation ----------------·----(in)-----------------(in)----------------(rad)--------- 3 0.64251 -0.01684 -0.00177 4 0.00000 -0.00000 -0.00000 Load Combination is 6. Spring Reactions DEAD+LIVE+SEIS.+ ------------. --------------------------------------------------------------- Node Global X Global Y Moment ----------------------(K)------------.-----(K)---------------(K-ft)--------- 1 . -4.43130 24.53833 41.89378 4 -8.06870 28.97469 56.05976 Totals -12.50000 ~3.51302 97.95354 Load Combination is 6: DEAD+LIVE+SEIS.+ Member End Forces . . ---------------------------------------------------------------------------- Nodes ====.=====I-End========== ========== J-End ========== No I J Axial Shear Moment Axial Shear Moment ---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-2 24.54 4.54 41.89 -24.16 -4.54 14.82 2 2-3 8.07 3.16 -14.82 -8.07 9.28 -46.34 3 3-4 28.60 8.19 46.34 -28.97 -8.19 56.06 Load Combination is 6: DEAD+LIVE+SEIS.+ AISC Code checks No Nodes I J Maximum 0 Member Quarter Points 1/4 1/2 3/4 L Shear ---------------------------------------------------------------------------- 1 2 3 l-2 2-3 3-4 0.6447 0.7459 0.8376 0.6447 0.2748 0.7256 0.4856 0.3949 0.4392 0.3265 0.2826 0.2618 0.1818 0.1687 0.5496 0.3395 0.7459 0.8376 0.0753 0.1510 0.1359 Load Combination is 7: DEAD+LIVE+SEIS.- Nodal Displacements ---------------------------------------------------------------------------- Node Global X Global Y Rotation ------·------.--------(in)----------------(in)----------------(rad)--------- 1 -0.00000 -0.00000 o.~oooo 2 -0.65096 -0.01783 0.00184 3 -0.64536 -0.01327 0.00489 4 -0.00000 -0.00000 0.00000 EXH'IBIT. -ART BUI~DING FR-1 RISA-2D (R) Version 3.00 Job -----Page -----Date =======-(=. =======· ==== ··=.================================================== Load Combination is 7: DEAD+LIVE+SEIS.- Sp:r::ing Reactions Node Global X Global Y Moment ---------------------(K)------------------(K)---------------(K-ft)--------- 1 8.11607 30.65290 -56.59219 4 4.38393 22.86011 -41.39948 Totalp 12.50000 53.51302 -97.99167 Load Combination is 7: DEAD+LIVE+SEtS.- Member End Forces --------.--------------------------: ---------------------------------------- Nodes ========= I-End ---------========== J-End ========== No I· J . Axial Shear Moment Axial Shear Moment ---------------(K)--~-----(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-2 30.65 -8.25 -56.59 -30.28 8.25 -46.51 2 2-3 -4.38 9.28 46.51 4.38 3.16 14.62 3 3-4 22.48 -4.48 -14.62 -22.86 4.48 -41.40 Load Combination is 7: DEAD+LIVE+SEIS.- AISC Cod€ Checks ------------------------·--------------------------------------------------- Nodes Member Quarter Points No I . J Maximum 0 1/4 1/2 3/4 L Shear . . ---------------------------------------------------------------------------- 1 2 3 1-2 2-3 3-4 0.8567 0.7188 0.6263 0.8567 0.7188 0.3248 0.5663 0.1416 0.1694 0.2760 0.2501 0.3125 0.4516 0.3623 0.4694 0.7405 0.2420 0.6263 0.1368 0.1510 0.0743 ' ' -__ .J •. . ------·---·~ ! ---; -----~ ---·-. ' ---~---··-----1_. -·. : • ~ l i i ;_!_J_l __ _i ' . I I I _J i . ~_). l~ /··--+···-I• :--·-l·-;--; ••-: '-i- j I • I I • l • I I l ' l ; ; : ; • j f I -i-_J_ -, . ! I l i I i ! I I . I. J ' I ,_ : : \ • S ; • : ' I . i ; : ~~-; --' ! . -: -·-·-r----~! -~-: i • ~ -_' . . -· l ·--• , -_j I : l i -l--,--1---!__J_, __ I I I I 2 ' i . -'. - ' 0u1 .,,o, 1- / r- ! ·-:-! l I ! ; I : ! ___ _ __ -···· . ·---~-. __ -~--______ , ___ ,___. __ -__ -~---~1_~_1-_ c~r-·1=~-1-__ ----'------!----!- a --. ---.. --- A_ -$To{¼' -~ -;:/-~ (_ r: . 6~ ( 14 +1 i) ~6 + [~ (11-s-1-1-_~)] ~ :: ----:}1l; i µ-~ . . L16 Vi:; n.:,1,1 ·>' II 12-~Q. f?;,ASic f-2 .. (V'I\ -12. -. ,s-cb;-= '?.~(I ~ ti\ -z. . _! ·-·----------- ' .J ___ -· _....._ , _________ ; __ 1 ___ 1 __ i i I i -,--i--,--,-_J . I i! i.l l1_~1!1 ___ J11·_j1:!-=1:_·.1i ___ : i,1-i1--:1·· ; . 1-=_J, ___ i I --.r-.. -:-.... _--l __ -.. _--l_l_-__ __,J:--.---;'-J1 , I_ .. u .. _ _! ________ , ___ ---.. __ .,.. ----:!;;:.--,'--', --3c__,1°-·1~1-1 -1· .. --e--: -.. . . -. -~ --/. ; ·: -. -JJ ; L I , • • V ' ·' ! Ir'~ ;o :1 ~ -r.~ . ~ -·~ r >. ~-' _: 'I '2 . -:,-b.5 -· . ~ -: .. -• _. l ·-·---'• -__ : __ ,____ -' ' r _1 -L - ------' -------' ~ ---• -! -·-----I--. ' ' ' ' ---· -·--· ... ' ' i ' l -·---'··--l-~-~ .. -~-· ----· -. -_f~---, . -. ···. ··-_---·--·· · : ; b1=-s16w ;01~ ::b~(.']_ ._Bt~L.:~ L1N1::. & ---r --:-"-------------~fr-j9!'"4~-j __ l _I_ 1--:-+-ti:--!--~ --:----,-] l · 1-I 1· --·{--I I I ; I I . : i I l l I I -! __ I_I _ _j __ j_ . I. _!_ __ l ___ i -~-.l .. ; --'.---!------!-·--[_· ! ; : I I 1· ?t' ~' ~J ! 11 ?-51 !1t~! 7 : ; I I ! ! ! ' ' : ' I . ' ' U· I ' I '-, ' -·~ i .,)F' i • • • • ' : . '. , ' V '!) ; ·-.. --· ----'--~--~ --· -. ----·; ---·-;·--:·-·, ---.·-· -;·L ,:--==-: ~ ; ' I l : I ' / . ' . . . ---V\..J-----.J r r-=-,s-t g -1-9 ,+ V f' ~ r t <'- 4-o' ~\ j~; -" . /. l 10 -, b.1.8 r4b 8480 CoNSTRUCTION TEsTING & ENGINEERING, INC. ESCONDIDO • MOOESTO • CO.RONA • OXNARD • RENO • SEA'ITLE 2414 VINEY ARD. Sit G 35-10 OAKDALE RO S~ A2 4!10 Ii. l'IUNCELAND CT. 117 1645 PACIFIC AVE. #105 J2 GLEN Ct<AAAN CR. 309 S. CI.O\15RDALE-D30 F.SCONOIOO, CA 92029 MODESro. C"953S5 CORONA, CA91719 OXNARP. CA 93033 SPARKS, NV 89431 SEATILE, WA 98108 (6191 746-$~, (209) 551,2271 (909) 371-JS90 (/!05) 4&6-647.5 (702) 331-0503 (206) 767-1820 FAX (619) 746,9806 Fu (209) 551-3593 FAX (!M.l'.I) m,216& PAX (805) 486-9016 FAX (702) 331-2667 FA.X (206) 762-8751 May 17, 1995 CTE Job No. 101146 EXHIBIT ART 1313 Simpson Way, Suite M Escondido t CA 92029 Attention: Mr. David Mackichan Subject: Reference Report: Review of Foundation Plans (Sheets A-1, A-3, A-11, Slt S21 S3, S8) Prepared by Progressive Images In Architecture & Planning Architect: Bruce W. Steingraber Undated Geotechnical Evaluation and Recommendations Proposed Commercial D~velopment Lot 43, Airport Business Center, Unit 2 Carlsbad, California Prepared by Constructioi:i Testing & Engineering, Inc. Dated April 27, 1995 Dear Mr. Mackichan: Pursuant to the request of the Project Architect, Mr. Bruce Steingraber, we have reviewed the subject foundation plans to identify potential conflicts wit~ the reference soils report. Based on our review we have provided the following comments: 1. 2. REFERENCE A-1 Detail GS-16 A-1 Detail GS~16 COMMENT 18" deep· footings with 2-#5 reinforcing bars, top and bottom, recommended for trash enclosure foundation; depth and reinforcing not indicated. For 4" asphalt paving with trnck loads at trash enclosure, 8" of Class II aggregate base recommended; 6'' indicated. GEOTECHNlCAL AND CONST~fTC.TTON' l.'N.-,T"li?l?.J?J'~U~ TR~TIN~ A NO iN-'lPR(;TlON EXHIBIT ART May 17, 1995 Page Two 3. 4. 5. 6. 7. 8. A-3 Division 2, Notes A-11 Section B S-1 Foundation Notes S-3 S-8 Details 2,5, 10, 14,15 Geotechn:ical Report Section 10.3 Note C should reference geotechnical report by Construction Testing & Engineering, Inc .• dated April 27, 1995. 1811 wide footings recommended; 12" wide footing indicated. Foundation note 1 should reference geotechnical · report by Construction Testing & Engineering, Inc., dated April 27, 1995. Also, verify whether 3000 psf (per report) or 2000 psf (per Note 2) was used for design. 18" wide footing recommended; 12" wide indicated near grid line H, between lines 5.5 & 6.5. 18" wide and 18" deep footings with min' reinforcing bars, top and bottom, reco referenc::ed details not indicated. Ensure foundation conforms with Alternative 1 or 2 for treatment of cut/fill transition conditions. Alternative 1 requires overexcavation of building pad to a depth of 3 feet, or two feet below the deepest footing, whichever is greater. Alternative 2 requires footings in portions overlying fill areas to achieve a minimum of 18 inches embedment in competent fonnation material. Neither method was clearly indicated on the drawings reviewed. FILE t~o. 291 05/17 '95 14:06 ·ID:CTE . ~ . EXHIBIT ART May 17, 1995 Page Three 9. S-7 Detail 1 619 746 9495 Verify whether structure walls have been designed for native soils or granular import soil. Project plans should clearly state that use . of granular backfill is required where that option has been selected. Should you have any questions or require additional information. please contact our office at your convenience. Sincerely, CONSTRUCTION TESTING & ENGINEERING. INC. ()Jf?Lt/ Rodney D. Ballard, GE #2173 Geotechnical Engineering Manager :an cc: Architect -Bruce Steingraber Telefax: 789-2915 File/Copy/101146.MA Y ~~orado Project Engineer PAGE 4 ,, CoNSTRUCTION ThsTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA • OXNARD • RENO · • SEA TILE 2414 VINEY ARD.SteG 3540 OAKDALE RO See A2 490 E. PRINCELAND CT #7 1645 PAC!FlC AVE. #105 32 GLEN CARRAN CR 309 S. CLOVERDALE-D30 ESCONDIDO,CA92029 MODjlSTO,CA95355 CORONA,CA91719 OXNARD,CA93033 SPARKS,NV89431 SEATILE. WA98108 (619) 746-4955 (209) 551-2271 (909) 371-1890 . (805) 486-6475 (702) 331-0503 (206) 767-1820 FAX (619) 746-9&)6 FAX (209) 551-3593 FAX (909) 371-2168 FAX (805) 486-9016 FAX (702) 331-2667 FAX (206) 762-8751 REPORT OF TESTING OF COMPACTED FILL :PROPOSED COMMERCIAL DEVELOPMENT LOT 43, AIRPORT BUSINESS CENTER, UNIT 2 CARLSBAD, CA,LIFORNIA PREPARED FOR: DAVID MACKICHAN EXHIBIT ART 1313 SIMPSON WAY, SUITE M ESCONDIDO, CA 92029 PREPARED BY: CONSTRUCTION TESTING & ENGINEERING, INC. 2414 VINEY ARD A VENUE, SUITE G ESCONDIDO, CA 92029 CTE JOB NO. 101146.A July 13, 1995 GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA • OXNARD • RENO • SEATTLE 2414 VINEY ARD. Ste G 3540 OAKDALE.RD Stc·A2 490 E. PRINCELAND CT #7 1645 PACIHC AVE #105 32 GLEN CARRAN CR. 30'J S. CLOVERDALE-D30 ESCONDIOO, CA 92029 MODESTO, CA 95355 CORONA, CA 91719 OXNARD, CA 93033 SPARKS, NV 89431 SEATILE, WA 98108 ;ENGINEERING, INC. (619) 746-4955 (209) 551-2271 · (900) 371-1890 (805) 486-6475 (702) 331-0503 (206) 767-1820 FAX (619) 746-9806 FAX (209)-551.3593 FAX' (900) 371-2168 FAX (805) 486-9016 FAX (702) 331-2667 FAX (206) 762-8751 July 13, 1995 David Mackichan Exhibit Art 1313 Simpson Way, Suite M Escondido, CA 92029 . ·.·" Subject: Report of Testing of Compacted Fill Proposed Commercial Development Lot 43, Airport Business Center, Unit i Carlsbad, California Reference: Geotechnical Evaluation and Recommendations Proposed Commercial· Development Lot 43, Airport Business Center, Unit 2 Carlsbad, California Prepared by Construction Testing & Engineering, Inc. Dated May 24, 1995 Mr. Mackichan: CTE Job No. 101146.A In accordance with your requ~st we have performed earthwork testing and limited observation during grading for the buiiding pad at the subject site. Submitted herewith is the report of the observations and tests performed on fill materials. The observations and testing performed were used to prepare the recommendatio~ for further site development. 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 submitted, ~fi!!dm Geotechnical Engineer RDB:lm cc: File/Copy/101146A.JUL GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION · (Job No. 101146.A) TABLE OF CONTENTS 'SECTION PAGE 1. 0 Background . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2.b 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 Site Description . . . . . . . . . . . . . . . . . . . . . . . . . 1 Proposed Development . . . . . . . . . . . . . . . . . . . . . 1 Fill Placement . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Testing .......................... 2 Treatment of Transition Conditions . . · . . . . . . . . . . . . 3 Foundation and Slab Recommendations . . . . . . . . . . . 4 Subgrade Subbase and Aggregate Base . . . . . . . . . . . . 6 Retaining Walls . . . . . . . . . . . . . . . . . . · . . . . . . . . 6 Surface and Subgrade Drainage . . . . . . . . . . . . . . . . 8 Additional Construction Observation . . . . . . . . . . . . . 9 Limitations .......................... 9 Report of Testing of Compacted Fill Proposed Commercial Development Lot 43, Airport Business Center, Unit 2 July 13, 1995 1.0 BACKGROUND Page 1 CTE Job No. 101146.A The site consists of a mass graded lot at the northeast comer of the intersection of Camino Vida Roble and Kellogg Avenue within the Airport Business Center, Unit 2 in Carlsbad, California. Previous· rough grading of the business park is believed to have occurred between September 1989 through April 1990. Previous as-graded reporting indicated that all fill areas were compacted ·to at -least 90% of laboratory maximum density. 2.0 SITE DESCRIPTION Topographically, the site is flatly graded with approximately 2: 1 (horizontal:vertical) slopes- along the north, south, west and east boundaries of the site area. An approximate 15 foot high ascending slope forms the northeastern boundary. The descending slope which forms the northern, west, and southwestern boundaries of the site tapers from a height of 2 feet at the northern corner to approximately 20 feet at the southern boundary comer. 3.0 PROPOSED DEVELOPMENT We understand the proposed development is to consist of the construction a single-story or two- story commercial/industrial, concrete, tilt-up structure with associated parking/drive area and utilities. Report of Testing of Compacted Fill Proposed Commercial Development Lot 43, Airport· Business Center, Unit 2 July 13, 1995 4.0 FILL PLACEMENT Page 2 CTE Job No. 101146.A Compacted fill was placed at the subject site to develop the building pad for the construction of the proposed tilt-up structure. 4.1 Site Preparation Upon commencement of site earthwork activities the site, was cleared of vegetation and surficial debris. Following, the building pad area was scarified 1 foot and replaced as compacted fill. 4.2 Fill Material Placement Fill material was generally derived from on site sources. Fill was generally placed in uniform compacted lifts above optimum moisture. Compaction and grading of the building pad was accomplished using conventional grading techniques. 5.0 TESTING Field and laboratory testing were performed throughout the site earthwork activities. Testing was generally performed to supplement field observations in promoting compliance with the applicable project requirements and to develop additional recommendations for further site development. 5 .1 Compaction Testing Testing of.compacted fill within the building pad areas was conducted on July 3, 1995. Field Report of Testing of Compacted Fill Proposed Commercial Development Lot 43, Airport Business Center, Unit 2 July 13, 1995 Page 3 CTE Job No. 101146.A testing of the compacted fill material was conducted in accordance with ASTM D2922 and D3017 (nuclear method). Results of the field testing indicate that materials were compacted to a minimum of 90 percent of the laboratory_ maximum dry density as determined by test method ASTM D-1557. Tabulated results of the field compaction testing performed are provided in the attached Table I, "Compacti<?n Test Summary". Laboratory determination of the reference compaction values for the fill materials are provided in Table II,_ "Laboratory Test Results". 5. 2 Expansion Testing Expansion testing, in accordance with UBC 29-2, was performed on representative soil samples retrieved from building pad materials. The laboratory testing indicates the native material 'i possess a low potential for expansion. 6.0 TREATMENT OF TRANSITION CONDITIONS . Based on our understanding of the proposed site development, we anticipate the proposed building will span a cut/fill transition through the north portion of the structure. Review of historical topographic data indicates the fill underlying the north portion of the building extends to depths up to 10 feet. As such, measures should be taken to mitigate the potential for d,ifferential settlement due to the presence of an underlying cut/fill transition. We recommend deepened footing excavations in the portion overlying fill areas to achieve a minimum of 18 ./. Report of Testing of Compacted Fill Proposed Commercial Development Page 4 Lot 43, Airport Business Center, Unit 2 July 13, 1995 CTE Job No. 101146.A inches embedment into competent formation materials. Deepened footing trenches can be brought to proposed footing bottom with a 2 sack sand/cement slurry. 7:0 FOUNDATION AND SLAB RECOMMENDATIONS . \• .. 7 .1 Foundations -Spread Footings Based on the observed site preparation, spread footings will be founded on dense native formation. Design parameters considered ap~ropriate for the observed site preparation are outlined in the following table: · ~;~1':t:~~!f~Vi&1~:rl~7-~~=-~2:~!'.+(it,·.: ·.·:· ··• .•. ,, (·~ff )~]l!llifl'.ii?~tl,!:::'.~\'_'.·~.· Continuous 18 3000 0.35 300 5,500 Isolated 18 3000 0.35 300 5,500 The minimum width recommended for all footings is 18 inches. All continuous footings should be reinforced with a minimum of two No. 5 reinforcing bars, top and bottom. All footing depths should be measured from the lowest adjacent ground surface or pad grade, whichever is lowest. Report of Testing of Compacted Fill Proposed Commercial Development Lot 43, Airport Business Center, Unit 2 . July 13, 1995 Page 5 CTE Job No. 101146.A The bearing values indicated above are for the total of dead plus live loads and may be increased by a maximum of one third for short duration loading such as the effects of wind or seismic forces. When combining passive pressure and friction for lateral resistance, the passive component should be reduced by one third. 7-:2 Concrete Slab.;Qn-Grade Concrete slabs-on-grade should be at least 4 inches thick for light industrial loads. As a minimum, concrete slabs should be reinforced with No. 3 reinforcing bars on 18 inch centers. All slab reinforcement should be properly supported to ensure placement near mid-height of the concrete. All slab areas should be underlain by a minimum of two inches of clean sand (Sand Equivalent > 30). Special design consi_deration should b.e given to the type of business, and the building intended use. Heavy machinery ot vehicular loads may require thicker slab and increased reinforcement. In moisture sensitive floor areas, slabs should ,be underlain by a vapor barrier consisting of a minimum of six mil polyethylene sheeting or equivalent membrane with all laps sealed. This membrane should be placed over an inch of clean sand and covered with a minimum of one inch of sand to protect the sheeting during concrete placement operations. 7. 3 Foundation Setback Based on the proposed building orientation, it is our understanding that the building's foundation Report of Testing of Compacted Fill Proposed Commercial Development Lot 43, Airport Business Center, Unit 2 July 13, 1995 . Page 6 CTE Job No. 101146.A will not be constructed within 10 feet of any downward trending slopes. Footings for buildings should be designed such that the minimum horizontal distance from the top of adjacent slope to the outer edge of the footing is one-half of the slope height to a maximum value ·of 15 feet. 8.0 SUBGRADE SUBBASE AND AGGREGATE BASE All aggregate base materials and subgrade materials where asphalt is to be placed on grade should be compacted to a minimum relative compaction of 95 percent of the laboratory standard. The upper 12 inches of subgrade beneath pavement areas should also be compacted to 95 percent relative compaction at 1 to 3 percent above optimum moisture content. Where light, distress-sensitive, hardscape improvements are proposed, we recommend removal of all loose surficial soil. At a minimum, these areas should. be sc~rified to a minimum depth of 12 inches and recompacted to a minimum of 90 percent of the laboratory standard. 9 . .0 RETAINING WALLS Should retaining walls be constructed at the site, the following guidelines shall be employed. Retaining walls that are unrestrained (free to move at the top), should be designed using the . active earth pressure. For restrained walls (the top braced· to prevent movement) the at-rest earth pr~ssure should be used. These pressures can be taken as the equivalent fluid pressuresi in pounds per cubic foot, given below: Report of Testing of Compacted Fill Proposed Commercial Development Lot 43, Airport Business Center, Unit 2 July 13, 1995 · Backfill Type and Condition Native Soil Level Backfill Native Soil, .2: 1 Backfill Granular Soil, Level Backfill Granular Soil, 2: 1 Backfill Page 7 CTE Job No. 101146.A Active At-Rest 50 pcf 70 pcf 70 pcf 105 pcf 35 pcf 60 pcf 55 pcf 95 pcf These pressures depend on the assumption that the soil behind the wall is compacted to 90 % of maximum dry density at ·the optimum moisture. content. They also require that no free groundwater be present and that significant surcharge loads not exist within a zone defined by a one-to-one plane projected back from the base of the wall. In all cases, adequate drains should be piaced behind the walls to r~lieve hydrostatic pressures. Walls subject to loads should be designed for the equivalent fluid pressures above, plus an additional uniformly distributed pressure caused by the load. Clayey soils with an Expansion Index of 40 or more should not be used as backfill. Project plans should clearly state that use of granular backfill is required where that option has been selected .. We should be contacted for specific recommendations if retaining walls on this site do not conform to the assumptions stated above. Report of Testing of Compacted Fill Proposed Commercial Development Lot 43, Airport Business Center, Unit 2 July 13, 1995 Page 8 CTE Job No. 101146.A In addition, we recommend that only light, hand-operated equipment be used to compact backfill behind walls. The backfill should not be over-compacted, as excessive compaction loads will ' ' increase earth pressures above the values ~iven above. 9 .1 Lateral Resistance To provide resistance for design lateral loads, we. ~ecommend usiftg an equivalent passive fluid weight of 300 pcf for footings or grade beams poured neat against properly compacted fill soils I or competent formational materials. This value assumes a horizontal surface for the soil mass extending at least 10 feet or three times the height of the surface generating passive pressure, whichever is greater. 10.0 SURFACE AND SUBGRADE DRAINAGE Foundation and concrete slab on grade performance depends greatly on how well the runoff waters drain from the site. This is true both during construction and over the entire life of the structure. The ground surface around structures should be graded so that water flows rapidly away from the structures without ponding. The surface gradient needed to do this depends on the landscaping type. In general, the pavements and flower beds within five feet of buildings should slope away at gradients of at least two percent. Densely vegetated areas should have mjnimum gradients of five percent away from buildings if it is practical to do so. Report of Testing of Compacted Fill Proposed Commercial Development Lot 43, Airport Business Center, Unit 2 July 13, 1995 Page 9 CTE Job No. 101146.A. Planters should be built so that water from them will not seep into the foundation areas or beneath slabs and pavement. In any event, the site maintenance personnel should be instructed to limit irrigation to the minimum actually necessary to properly sustain the landscaping plants. Should excessive irrigation, waterline breaks, or unusually high rainfall occur, saturated zones and groundwater may develop. Consequently, the site should be graded so that water drains away readily without saturating the foundation or landscaped areas or cascading over slope faces. Potential sources of water, such as water pipes, drains, and the like should be frequently examined for signs of leakage or damage. Any such leakage or damage should be repaired promptly. 11.0 ADDITIONAL CONSTRUCTION OBSERVATION All -additional grading should be observed and tested to promote conformance with recommendations presented herein. All footing trenches and foundation reinforcement should be examined. prior to concrete placement. It is recommended that the soil engineer review final · design drawings to ensure compliance with recommendations provided herein. Graded slopes should be planted with erosion resistant vegetation following grading. 12.0 LIMITATIONS As limited by the scope of tile services which we agreed to perform, our opinions presented herein are based on our observations, test results, and understanding of the proposed site development. Our service was performed"in ac~ordance _ with the currently accepted standard f 1 . Report of Testing of Compacted Fill Proposed Commercial Development Lot 43, Airport Business Center, Unit 2 July 13, 1995 Page 10 CTE Job No. 101146.A of practice and in such a manner ~s to provide a reasonable measure of the compliance of the grading operations with the job requirements. No warranty, express or implied, is given or intended with respect to the performance of the project in any respect. Submittal of this report should be not construed as relieving the grading contractor of his responsibility to comply with the project requirements. The opportunity to be of service i~ appreciated. If you have any questions regarding testing conducted, observations made during construction or recommendations presented herein, please do not hesitate to contact this office. Respectfully submitted, CONSTRUCTION TEsTING & ENGINEERING, INC. . <I a~~l73 ! ' Geotechnical Engineering Manager ~=:::::,... :Im cc:_ File/Copy/101146A.JUL l BO:CLD:CNG PAD 7/3/95 1 NORTH SIDE 7/3/95 2 SOUTH_SIDE 7/3/95 3 MJ:DDLE 7/3/95 4 . WEST SIDE 7/3/95 5 EAST ,SIDE 7/3/95 6 NORTHEAST SIDE 7/3/95 7 ENTRY WAY ** TEST FAILED, SEE RETEST TABLB :r COMPACT:CON TEST-SUMMARY Blev. · . ·, l!'e,u:; ·· .... ... :: .. ·· .... -1 -1 -1 -.s -.s -.5 -.5 . Job No. r>ate: · · oensitj: :· 11.C·;P; 106.0 104.5 104.8 106.1 103.8 104.3 106.0 101146 7./9.S Moiseure· content. :er~ 15. 2 12.8 17.0 14.3 12.6 14.8 14.1 · : Relaei'ire: : ·COmpa;ct:.ion . . t' . 91 1 90 1 90 1 91 1 90 1 90 1 91 1 SAMPLE.NO. l M.D.D. 116.0 TABLE II LABORATORY TEST RESULTS O.M.C. 12.5 DESCRIPTION LIGHT BROWN SILTY SAND · .. ··:-: _:.:-·:·,::: . :" ... ·.--·-:···· .... ··.·· I .. ~ , '· . L'I' .. ,., ... ' . .'T ,..,,,9 ~ ' -l\. . . - -- -..,._, GEOTECHNICAL REPORT OF ROUGH G!Uu)ING Airport nusiness Centre, unit 2 Carlsbad, California ICG incorporated 'V - - - GEOTECHNICAL REPORT OF ROUGH GRADING Airport Business Centre, Unit 2 Carlsbad, California Prepared For: Sumitomo Bank of California South San Pedro Street, Suite 500 Los Angeles, California 90012 Prepareq By: ~CG Incorporated 2992 La Palma, Suite A Anaheim, California 92806 Job No. 05-9Q65-001-00-0l Log No. 3-1063 April 21, 1993 - - ICG ™ incorporat;ed April 21, 1993 2992 La Palma, Suite A Anaheim, CA 92806 714/632-2980 fax: 714/632-9209 Other Offices in Irvine, San Diego, San Bernardino, and Palm Desert. Sumitomo Bank of California South San Pedro Street, Suite 500 Los Angeles, California 90012 Job No. 05-9065-001-00-0l Log No. 3-1063 Attention: SUBJECT: Gentlemen: Mr. Richard Y. Hirota GEOTECHNICAL REPORT OF ROUGH GRADING Airport Business Centre, Unit 2 ·Carlsbad, California 1.0 INTRODUCTION a. This report summarizes the r~sults of our geotechnical tepting and observation services perf armed between August 24, 1989 and April 2, 1990, for the rough grading of Airport Business Center, Unit 2, Carlsbad, California . .. ~ ,iJ;.:,- b. The grading contractor for the project was Astlef ord Construction, Inc. of San Marcos, California. Civil engineering and field grade staking was provided by Bodas Engineering of Carlsbad, California. The 80-scale grading plans were prepared by Bodas Engineering. Sheets 3, 4 and 5 of 6 were utilized as the base map for our Geotechnical Maps, Plates 1 through 3. c. The accompanying As-Graded Geotechnical Maps (Plates 1 thro~gh 3) show the as-built geotechnical conditions at the site and the approximate. locations of the field Gcotech"n1c,!I S0 rvrr.Ps C0nstrw::ti0n lnsoection ancl Testma - ·t: ) Sumitomo Bank of California ApJ:"il 21, 1993 Job No. 05-9065-001-00-0l Log No. 3-1063 Page 2 density tests. The field density test results are provided in Table 2. q. A summary of the as-graded conditions, the grading operations, and the testing perf armed are presented below. Based on our geotechnical evaluation of the as- graded conditions at the site, we have presented preliminary recommendations for future development of the . . site • . 1.1 Authorization Preparation of this report has been accomplished -approximately 3 years after completion of the grading operations for the new owner.of the property, Sumitomo Bank of California. The work was authorized by our contract ·cP-SD-3-6200) dated February 26, 1993. 1.2 Scope of Services Our geotechnical ~ervices for this project involved the following: a. Site reconnaissance to evaluate existing site conditions. b. Compilation of field and laboratory test data. c. Preparation of A~-Graded Geotechnical Maps. d. Preparation of the As-Graded Geotechnical Repoi::t. - ) Sumitomo Bank of California April 21, 1993 Job No. 05-9065-001-00-01 Log No. 3-1063 Page 3 2.0 SITE LOCATION/DESCRIPTION a. Unit~ of the Carlsbad Airport Centre occupies a 70 acre parcel of irregular shape located in Carlsbad, California (See Location Map, Figure 1). The site was graded to prepare 21 industrial lots; 2 open space lots, and associated street~ and other improvements. b. ..Prior to grading, the topography was characterized by ridges and .associated small di:-ainages which generally flowed south and west. The lower portion of the main drainage course, parallel and adjacent to Palomar Airport Road, has been preserved as open space. Maximum relief for the site is about 240 feet, with elevations ranging from about 90 to 330 feet above mean sea level. c. Portions of the site were graded in 1986 in conjunction with grading 0£ Unit 1, Palomar Oaks Way and Camino Vida Roble (Reference 17) . The locations of fills placed during this grading are indicated on the Geotechnical Maps, Plates. 1 through 3. d. Grading of the site during this phase of grading generally consisted of cutting along the ridges and filling in the canyon areas to provide roadways and sheet-graded pads for future industrial development. The project also involved remedial grading for: i. slope buttresses and stabilization fills adjacent to lots 31, 32, 34, and 49. (. - - - -.. .. . 0 2000 4000 ----FEET JOB NO.: 05-~065-001-00-01 -: ... >"1-. m -,~ . ••··- _ .-- I .--~,~ . ,, C f \ v. ,, ~ . \_· \ L.:,j • i ~ """ .. . .U '-. I I.._ .\ .... .. t _ ADAPTED FROM U.S.G.S. 7.5' ENCINITAS (1975) ANO SAN LUIS REY (1976) QUADRANGLES LOCATION MAP DATE: FIGURE: APRIL 1993 1 < ICG Incorporated ... - - ) Sumitomo Bank of California Job No. 05-9065-001-00-0l Log No. 3-1063 Page 5 · April 2:1.., 1~93 ii. reII1oval of compressible alluviuin and portions of previously placed.landfill adjacent to the airport. e. The site is generally in a similar condition to that when grading operations were completed in 1990, except as follows: i. A bu.ilding and ass.ociated improvements have been constructed on Lot 37. ii. Monitoring ·wells have been placed on Lots.28, 29, 30, 34 and 36 by another geotechnical/environmental firm. These wells were presumably placed to monitor/collect the presence of gases/leachate from previous landfill. on or .adj.acent to the site. iii. Partially backfilled backhoe pits are present on Lots 39 and 41. iv. Erosion has damaged the fill Slope on the southwest corner of Lot 3-9 adj acertt to Kellogg Avenue. v. All the lots have a light growth of annual vegetation and minor erosion gullies. vi. The slopes have been landscaped and are generally performing well. Wet areas on some of the pads indicate that watering of the slopes may be excess.i ve. <i , r - - - ) ._, Sumitomo Bank of California April 21; 1993 Job No. 05-9065-001-00-01 Log No. 3-1063 Page 6 3. 'O GEOLOGIC SETTING 3.1 Geotechnical Conditions a. Geologic conditions prior to grading of the site are described in the referenced reports (References 12, 15, 16 and 17). A b. Geotechnical conditions present at the conclusion c. of grading operations are shown on the Geotechnical Maps, Plates 1 through 3. A brief description of the.soil and bedrock units at the site is presented below. 3.2 Bedrock Units a. Santiago Peak Volcanics (Map Symbol Jsp) The Jurassic Age Santiago Peak Volcanics Formation was encountered in the northwestern portion of the site. The Santiago Peak formation is a series of mildly metamorphosed volcanic rocks. Regionally, the Santiago Peak Volcanics vary in composition from basalt to rhyolite. On the site they are predominately andesite. The Santiago Peak Formation, as observed during grading, was highly jointed, with variable joint spacing. Clay in-filling was usually present in joints near the surface, where weathering is more (. - - - Sumitomo Bank of California April 21, 1993 Job No. 05-9065-001-00-0l Log No. 3-1063 Page 7 b. pronounced. Weathering was found to extend to depths of 12 feet in some areas. Santiago Formation {Map Symbol Tsa) The Eocene Age Santiago Formation underlies most of the site. During grading this formation was observed to consist of interbedded claystones, siltstones, and fine grained sandstones. 3.3 Soil Units a. Alluviurn/Colluvium {Map Symbol Qal) Alluvial and colluvial _soil on-site consisted of light to dark brown, silty to clayey, fine to medium grained sand with some organics. Alluvium was located in canyons and drainage bottoms, with depths ranging from approximately 1 to 26 feet within the graded area. Colluvium, ranging in depth from approximately 2 to 6 feet, mantled the upland areas .and slopes. The alluvium and colluvium were considered to be unsuitable and were removed to expose dense bedrock materials within the graded area. 3.4 Fill Soils a. Fill soils cons·isted of on-site materials, excavated during grading, which comprised alluvium, colluvium and bedrock. Blasting and heavy ripping of the Santiago Peak Volcanics produced a (. ~· - ) Sumitomo Bank of California April 21, 1993 Job No. 05-9065-001-00-01 Log No. 3-1063 Page 8 significant quantity of rock which was placed as a rock fill in the canyon area below Lots 39, 40, 44 45 artd 46, as well as below Kellogg Avenue. Oversize rock material was placed in a non- structural fill area north of Lots 39, 40 and 41. The soil fills generally consisted of silty sands, silty clays, and sandy clays. b. Fills up to approximately 50 feet in thickness were placed during grading operations concluded in 1986 (Reference 17). The location of these fills are indicated on the Geotechnical Maps, Plates 1 through 3. These fills are similar to the soil -fills placed during this grading operation. - 3.5 Geologic Structure a. The geologic structure encountered during grading operations was generally as anticipated in the referenced reports and can be characterized as gently tilted Eocene sedimentary rock nonconformably overlying Jurassic metavolcanics. b. Bedding attitudes taken throughout the site suggest a 3 to 9 degree, west to southwest regional dip, al though steeper bedding was encountered in localized areas. c. No evidence of faulting was observed by our field geologic mapping during grading. (_ t. - - ) Sumitomo Bahk of California April 21, 1993 Job No. 05-9065-001-00-01 Log No. 3-1063 Page 9 4.0 3.6 surface and Subsurface Water a. Prior to grading, the. major drainage adj a cent to Palomar Airport Road contained a small stream, apparently fed by seepage from nearby developments. A subdrain installed during grading below Lot 29 ,, wa$ designed to intercept this seepage. The subdrain discharges into the natural area below the toe of the newly constructed fill slope on Lot 26. No other seepage was observed during grading. b. Surface drainage within the graded site is designed to flow into desilting basins and storm drains. Brow ditches direct surface water on perimeter slopes to the storm drain system or dissipaters at the toe of slopes. GRADING OPERATIONS 4.1 General a. The site grading is shown on the 80-scale plans developed by Bodas Engineering Incorporated. Copies of these plans serve as a base map for our As-'Graded Geotechnical Maps, (Plates 1 through 3). b. Site grading was performed using conventional cut/fill mass graqing techniques with heavy earth- moving equipment~ The grading operation began with alluvium and colluvium removals in canyon Once alluvium was removed, subdrains areas. were t - - Sumitomo Bank of California April ~1, 1~93 Job No. 05-9065-001-00-01 Log No. 3-1063 Page 10 4.2 constructed in canyon or removal bottoms. Bedrock cuts, including removals of surficial colluvium, were then performed, with the material generate~ being placed as compact~d fill in the c;:anyons. The mass grading generally progressed from the southeast toward the northwest portion of the site. c. Drilling and blasting was required in the northeast portion of the site where hard metavolcanic rock was encountered. Preparation of Natural Ground The site was first cleared of subsurface obstructions and stripped of vegetation. and existing uncompacted prior to placing fill. scarified to a depth ·Topsoil, colluvium~ alluvium, fills were removed to bedrock The exposed subgrade was of 6 to 8 inches, moisture conditioned, and compacted. 4.3 Soil Tvpes The representative soil types used as fill material are tabulated in Table 1, "Laboratory Test Results". The maximum density and optimum moisture of the soils was determined by A$TM D1557-78 (Modified Proctor Method).~ All fill material :was derived from on-site or immediately adjacent sources. The fill generally consists of silty, f.ine to medium sand (SM), sandy silt (ML), and silt-clay mixtures (CL-CH). -Sumitomo Bank of California April 21, 1993 Job No. 05-9065-001-00-0l Log No. 3-1063 Page 11 - Rock fill, derived from blasted· Santiago Peak metavolcanics, consisted of fairly well graded angular shot . rock ranging up to occasional: .. ;,24-inch maximum dimension rocks. The rock fill also contains fine grained sand and clay. 4.4 Fill Placement and Testing a. Fill soils were typically placed in 6 to 8-inch lifts, brought to· approximate optimum moisture content, and compacted. The compaction equipment consisted of self-propelled · rubber-tired compactors, scrapers, sheepsfoot rollers, and other heavy earthmoving equipment. b. Density tests were conducted in accordance with ASTM D2922-86 and ASTM 3017-78 (Nuclear Methods). Results of the density tests are tabulated in Appendix c, "Field Density Test Results". Approximate test locations are shown on the accompanying "As-Graded Geotechnical Maps", Plates 1 through 3. ~he test elevations and locations were estimated from field grade stakes and extrapolated from the project plans; further accuracy is not implied. c. Rock fill generated by cuts in the area of Lots 37, 38, and 39 was placed as structural fill under Lots 39_, 40, 44, 45, and 46. A performance standard for rockfi.11 compaction was established based on a testfill in accordance with the recommendations in References 6 and 7. -Sumi tome Bank of California April 21, 1993 Job No. 05-9065-001-00-01 Log No. 3-1063 Page 12 - - 4.5 Cut/Fill Transitions At the conclusion of mass grading,· several of the pad areas had cut/fiil transitions (contact between bedrock and fill) exposed at the surface. These lots include Lot 28, 30, 31, 32, 33, 34, 35, 36, 37, 42, 43, 44, 45, 46, 4 7, 48 and 49. The approximate locations of the cut/fill transition is indicated on the Geotechnical Maps, Plates 1 through 3. 4.6 Slopes 4.6.1 4.6.2 Fill Slopes Fill slopes were generally constructed at slope ratios of 2:1 (horizontal:vertical) or flatter, to a maximum height of about 65 feet. Fill keys were excavated at the toe of the slopes prior to filling. Fill slopes were built either by overfilling, then cutting back to grade, or by backrolling with a sheepsfoot roller at intervals as the fill was brought up. Finishing was done by track-walking the slope face with a dozer. Cut Slopes Cut slopes were generally graded to a slope ratio of 2: 1 (horiz·ontal: vertical) or flatter, with a maximum height of about 30 feet. Cut C - - - Sumitomo Bank of California April 21, 1993 Job No. 05-9065-001-00-0l Log No. 3-1063 Page 13 4.6.3 4.6.4 4.6.5 slopes were mapped by the project geologist to document geologic conditions. Buttress Fills The cut slope between Lots 33 and 34 was constructed as a buttress fill to stabilize a clay seam found during grading operations. The buttress was constructed in accordance with the recommendations provided in References 11, 12 and 14. The approximate location of the key and backdrain is indicated on the Geotechnical Maps, Plates 1-3. Stability Fills Slopes design~d as cut slopes adjacent to Lots 31, 32, 34 and 49 were constructed as stabilization fills to replace materials particularly susceptible to erosion and surficial instability. The fills were constructed with keys and backdrains in accordance with the recommendations provided in References 11, 12 and 14. The approximate locations of the keys and backdrains are indicated on the Geotechnical Maps, Plates 1- 3. Natural Slopes Off-site natural slopes where potential instability could directly affect the design - - - Sumitomo Bank of California April 21, i993 Job No. 65-9065-001-00-0l Log No. 3-1063 Page 14 4.6.6_ slopes and building pads constructed for this development were grading. During evaluated prior to the the grading, our field personnel verified that no adverse geologic conditions were encountered which would require additional remedial measures. Subdrains and Backdrains a. Subdrains were placed in the major canyon bottoms after alluvial removals had been completed. The subdr-a•ins consisted of ... perforated PVC pipe surrounded by 3/4" open graded crushed rock and wrapped in geofabric, consistent with the recolllltlendations in our referenced geotechnical reports (References 11, 12 and 14). Approximate subdrain locations are sp.own on the As-Graded Geotechnical Maps (Plates 1 through 3). The subdrains are out1etted into storm drain systems or discharged to surface grades. b. Backdrains were installed along the heal of the keyways for the buttress and stability fills constructed adjacent to Lots 31, 32, 34 and 49. The approximate locations are shown on the Geotechnical Map, Pl9-tes 1-3. .. 9, Sumitomo Bank of California April 21, 1993 Job No. 05-9065-001-00-0l Log No. 3-1063 Page 15 ·:.--.; . ., - 5.0 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS 5.1 General a. We consider that the grading and earthwork operations carried out under our observation and testing were performed in general accordance with the intent Of the recommendations presented in our referenced geotechnical reports (Appendix A) and with the requirements of the City 0£ Carlsbad. The conclusions and recommendations contained herein are based on our observations and testing.services performed from August 24, 1989 through April 2, 1990. b. Plans for subsequent development of the site should be forwarded to the Geotechnical Consultant for review and comment with regard to specific grading and foundation design criteria as these plans become available. A geotechnical investigation will be required for each lot to develop specific grading recommendations and foundation criteria for proposed structures. 5.2 Slope Stability cut and Fill Slopes Based on our observation and testing, cut and fill slopes at the site were constructed in general conformance with our recommendations and the grading requirements of the city of Carlsbad. - - - Sumitomo Bank of California April 21, 1993 Job No. 05-9065-001-00-01 Log No. 3-1063 Page 16 Previous slope stability analy$es (see Referenced Reports) indicate that ,cut and fill slopes within these lots _have factors of safety in excess of. generally accepted-minimum design criteria (Factor- of-Safety = 1.50). Both cut and fill slopes are expected to perform ·favorably with respect to surficial stability if drainage devices are maintained and slope maintenance is implemented. · 5.3 Settlement Based on the fill thickness placed during this and previous grading operations, it is our opinion that development of commercial/industrial structures at the site is feasible, provided that potential fill settlements are evaluated and incorporated in the design of the proposed structures. In particular, building locations on Lots 28 through 31, 33, 36, and 40 through -~ 46 should be evaluated during the early planning stages due to considerable_ differential fill thicknesses. It is recommended that the Project Soils Engineer, Civil Engineer, Structural Engineer and Architect should review and evaluate the location and type of all structures with respect to the potential settlement of the fill materials. 5.4 Foundation Design Criteria General Geotechnical considerations that will influence .foundation design among other things include: - - - Sumitomo Bank of California . Ap:+il ?1, 1993 Job No. 05-9065-001-00-01 Log No. 3-1063 Page 17 a. The bearing-capacity characteristics of the soil and bed~ock materials on-site. b. The expansive nature of the on-site soils. c. The consolidation characteristics of the underlying.soils and bed~ock. A site specific geotechnical investigation is recommended for all future development planned for the subject.mass graded lots. Plans for subsequent development of the subject lots should be forwarded to the geotechnical consultant for review to ~ evaluate the proposed grading and construction with respect to the geotech~ical features of the site and to provide recommendations for specific structural foundations and associated improvements. 5.5 Transition Building Pads Where building pads are· located such that they span across a transition from cut to fill, remedial grading and/or appropriate structural design may be required to mitigate the potential adverse effects due to non-uniform bearing characteristics of the underlying materials. When the fill portion of such pads is shallow, remedial grading consisting of overexcavation of the cut portion of the pad to a minimum depth of three feet below finish pad grade and replacement as compacted fill is generally sufficient to provide uniform bearing characteristics for most structures. We recommend that the Soils Engineer evaluate transition areas and provide appropriate - - Sumitomo Bank of California April 21, 1993 Job No. 05-9065-001-00-0l Log No. 3-1063 Page 18 recommendations as plans for future development become available. 5.6 Drainage and Slope Maintenance a. surface Drainage Pad drainage should be designed to collect and direct surface waters away from proposed structures to approved drainage facilities. For earth areas, a minimum gradient of two percent should be maintained and drainage should be directed toward approved swales or drainage facilities. Drainage patterns approved at the time of fine grading should be maintained . throughout .the life of proposed structures. Even when these measures are taken, a shallow groundwater or surface water condition may develop in areas where no such water ·-·· condition existed prior to site development; this is particularly true where a substantial increase in surface water infiltration results from landscape irrigation. We recommend that landscape planters either not be located next to buildings and pavement areas, or be properly drained to an appropriate outlet. Slope drainage devices have been constructed in accordance with ~pplicable standards. On-going maintenance is necessary to allow proper performance of these devices. - - - Sumitomo Bank of California April 21, 1993 Job No. 05-9065-001-00-01 Log No. 3-1063 Page 19 b. Subsurface Drainage Subsurface drainage devices, including canyon -.... subdrains and drains in stabilization and buttress keys were installed in accordance with our recommendations. The location$ and types of drains installed are presented oh the Geotechnical Maps, Plates 1 through 3. All drain outlets should be maintained to prevent burial or blockage. c. Maintenance of Slopes and Drainage Devices Maintenance of slopes and drainage devices is important to their long-term performance. The following is a list of suggested procedures provided as a guide for slope maintenance. i. _Drainage Devices • • • Graded berms, swales, area drains, and slopes are designed to carry surface water from pad areas and should not be blocked or destroyed. Water should not be allowed to pond in pad areas, or overtop and flow down graded or natural slopes. Sources of uncontrolled water, such as leaky water ' pipes or' drains, should be repaired if identified. Devices constructed to drain and protect slopes, including brow ditches, berms, terrace drains ahd down drains should be mairitaine.d regularly, and in particular, should not be allowed to clog such that water can flow unchecked over slope faces. - Sµmitomo Bank of California April 2l, 1993 Job No. 05-9065-001-00-01 Log No. 3-1063 Page 20 • Subdrain outlets should be maintained to prevent burial or other blockage. ii.· Slopes ~ Slopes in the southern California area should be planted with appropriate drought~resistant vegetation as recommended by a landscape architect. • Slopes should not be overirrigated. • Heavy ground cover combined with overwatering is a primary source of surficial slope failures. Animal burrows can serve to collect normal sheet flow . on slopes and cause rapid and destructive erosion, and should be controlled or eliminated. • Modification to slopes, including all placement of fill materials or excavations that steepen or otherwise modify designed slope angles should not be attempted with~ut direction or ap~Foval of the Soils Engineer. 5.7 Subsequent Grading Operations Prior to the commencement of additional grading operations on-site, including precise grading and backfilling of trenches and retaining walls, the Soils Engineer shoµld be notified to provide appropriate recommendations and observation and testing services as required. - - Sumitomo Bank of California April 21, 1993 Job-No. 05-9065-001-00-0l Log No. 3-1063 Page 21 5.8 Plan Review As foundation · and grading· plans are completed, they~ should be forwarded to the Geotechnical Consultant for ~ review for conforma-nce with the recommendations herein or to provide additional recommendations as necessary. 9.0 LIMITATIONS OF INVESTIGATION a. b. Our investigation was performed in accordance with the usual. and current standards of the profession, as they relate to this and similar localities. No other warranty, expressed or implied, is provided as to the conclusions and professional. advice presented in this report. i. The samples taken and tested, and the observations perf armed are considered to be representative of the subject site; however, soil and geologic conditions can vary significantly between sample locations. i.i. The test location elevations shown in Table 2 are based on surveys done by others. c. Any changed conditions revealed during construction should be brought to our attention immediately for our evaluation. d. This report is issued with the understanding that it is the responsibility of the owner, or of his - - - Sumitomo Bank of California April 21, 1993 Job No. 05-9065-001-00-0l Log No. 3-1063 Page 22 representative, to ensure that tpe information and recommendations contained herein are brought to the attention of the Architect and Engineer for the project_ and incorporated into the plans, ahd that the Contractor and Subcontractors implement such recommendations in the field. e. our grading observations and test results presented in this report are limited to those grading operations performed between August 1989 and April 1990. The findings of this report are considered valid as of the later date. However, changes in the conditions of a site can occur with the passage of time, whether they be due to natural events or to human activities on this or adjacent sites. In addition_, changes in applicable or appropriate codes-and standards may occur, whether they result from legislation or the broadening of knowledge. f. Accordingly, the findings of this report may be invalid wholly or partially by changes outside our control. Therefore, this report is subject to review and revision as changed conditions are identified. g. This report is subject to review by the local regulating agency. - - - Sumitomo Bank of California .April 21, 1993 Job No. 05-9065-001-00-01 Log No. 3-1063 Page 23 The opportunity to be of service is appreciated. If there are any questions, please do not hesitate to contact our office. Very truly yours, ICG Incorporated PAT/HW/TGH/lh Distribution: (6) Attachments: 1. 2. 3. 4. Addressee Appendix A Table 1 Table 2 Plates 1-3 - References Laboratory Compaction Test Results Field Density Test Results As-Graded Geotechnical Maps/Test Location Plans - e. - Job No. 05-9065-001-00-01 Log No •. 3-1063 Page A-1 ·. · . . ' ··APPENDI:X A ·References 1. ICG Incorporated, August 3, · 1990, Discontinuance of· 2. 3. ·4..- Geotechnical·Services, Carlsbad Airport Centre, Unit 2, Carlsbad~ California, Job No. P5-4879-~16-01-(10,30,40), L<?,g· No ... 0-2203.' r··· ·ICG Inco:~orat~d;: '-,:~J;.1.1 ·_;:~~f .. ,1~~0.~'.' ,-Letter ·-R~garding · Well ~~~:ndonm~rit ;.·/P~lq~ar,-./Ai):'port/'.::~entre; · ·, 1921 Palomar-. Oaks, :way'~-_."Carl'i:iibad·; (Ca:1:i~.o'rnia·, .:Jo):>.\No'~ ·05~4879-0i6-00-00, Log · · .. :'.~~j}-:.°:}.;-~,f!!:\.~;.:_;·_:::_:;)}[1t::.:~ .. ·::.·:~':i{?:~ .. · .. · ·.:':~t<:;. .·. ·. ··. · . . .. · · ICG : ,rncorp9rat~d / ?0¢.c~er,:)lf;:~;_1·9g9_,,-:., ·-,~evised .Recommendations. · .... :. _.' 'JC?.r:J'.~bf1f~~jj'\o~~t~~iJ/R2(?~fi:~A:h\~arlsbad. Airport ·Centre, · ·. · . ·un.ilt:~2'· ~ICarl'sbad·lf'.Ca1'1.fo·mia'~\~J.ob··No .• ;::05-4879-016..-01-10, ·. . . ,' . ~ ., ..... . ;•: '.;_,, . ·': .·: ' . . .. ~ . . . . . .... _-·t(;:r::r:~:?::2,t~.~:~; .. ::_-_>r: ..... , :,:.-) .. i:::,_) ·. ~-.:-./·: .. : . ;· . -· . . . · .' ICG ·I~q_orj?brat.ed ',· i:~,oy:¢in};>~r,~1ii:/l·~ .8.~~{'},·501.;1_..: ~orrosi Vl. ty -.-Tests. . . .. · ·; lo:tt··iH-~].Ji'ke:r.;·:\W.ali:t::iP~1~m~tif:if~irporl>· Centr.e, ·, Unit ·:2,:· . :·-.:ca:risbad}.~·Cal-iforn.i'a:/ ·rroi:,:;,No';?{:(}5-4879~016-00-10, Log No~ . : ~~~~~~~-~-~:~::;~.n~E~<-rt·:~Y~~:~> .. ,_ ,~·:_.:,:-~I;:;::~-·: : .. ·:>:·.:·.:·. · -·· · · 5. . . ICG ... ·Incorporated~'·-:·i~}~'Novemll.er · · ;,._15;, 1989, =Geotechnical· . Reconimendations .... :for· ·.:Retaining Wall, Palomar · Airport Centre; :-Unit .·2, Carlsbad,·.' California, Job No. 05-4879- 016-oi..-10 ,· Log No_. ·9-2394. 6. ICG Incorporated, ··N:ovember 9, 1989, Rock Testf ill, Carlsbad Airport ·cent:re.,;--unit 2, Carlsbad, California: Job No. 05- 4879-016..:.0l-10, Log_ No~ 9-236_3-. 7. ICG Incorporated, October 27, ·19a9, compaction Testing in Rockfill', Carls~~d Airport Centre, Unit 2, Carlsbad, Californi'a, Job N<:>~ 05,,..·4879-016-01-10, Log No. 9-2310. 8. ICG Incorporated~ October 26, .1989, 9oil corrosivity Tests for 9. Hilfiker· Wal.l, Palomar Airport Centre, Unit 2, Carlsbad, California, Job No. ·05-4879-016-00.:.10. San Diego Geotechnical Consultants, September 27, 1989, Recommendations for Placing oversize Rock in Off site Fill, Carlsbad Airport Centre, Unit 2, Carlsbad, California, Job No. 05-4879-0l6-oo-oo, Log No. 9-2160. ... .. 7 ' -Job No. 05-9065-001-00-01 . -·, . · APPENDIX A . . . •. References (Continued) Lpg .No.~·-3:...1063 . :-:-~age _ ~-2_ ... ,, .... 10. San Diego Geotechnical Consultants, August 30, 1989, Soil Parameters for Retaining wall.Design, Palo~ar-Airport centre, Unit 2,.-carlsbad, California, Job No. 05-4879- q16-;-00~10,_ Log .No. 9-2041 •. _. . . . 11. · San_ Diego·.-_Geotechnical · Consultants-~;,-Augus_t. 9~, -_19-89-,-Adden(ium , . . .. to -· JAdditional _· ·,-Geotechnica:1-_-,;·: .. Investigation,---.. ·_idrport · .. . ··, _.,·Business---centre,_'.·.unit_):2,··':Car-lsbad;"-··:califcfrriia/:.·Job-.!No •. < __ , .· ··os~4879~016-00-·oo ·: · · -. ;-·. · .. -: · · . ; · · -.-· , ·_ -. --. -··· · -· . · · • \ •• •• • • • • • • -• • • ~-4 • • •• • ......... ' • • • •• ·-,. ·. • ••• -~. ! • .-... :·· : •, i :. , ... ,. . . : . •'. ---· .. ;, >>,' .. · . ·~· . ;: .· . -.:> _: ,::-':r ... ,;. ;~,~-.-~.:~-:< 12. ·: San .Diego :Geotechn·ic~~--~Consultantf?.,?:-:August.,7, .~_l,9_89'.,-]~4ditiona:J_, .... _ . . -,-:;_ Geotebhliical:·II)vestigation;· Carlsbad··Airport· ·Ce:nt:re /Unit---· . , ,·<-;·_2,, ;,Carlsb'ad/'/Ca'liforri-ia·, .. Job',~:No .• :-. .--05~487.9:.;·016-:-Q.0:-:;0o,,-.r.,r.og · _ _'_ . -·. . .: /_\·:·f:O,~\?,~~-~t:·/_·_ ~--:_·:.-;:·f/: '. ·_. ·._'> .... _;;·· ::··_ .. : .. _ ... _· ___ _._:--:,_:~;<-~>--· ·:_ , ':_·.: _·. . . . 13.: . Sar:i: rn'iego--:·:-Geote_ch:nica3=-/Coi;isulta11-ts, · ... July·-.'. J-3 /· .·.19_?9 ,·,.-::well ; : ._.., . . ·:· ·' ---Ab~nd6rinien:t·-Permlt-,.::192J/Pal.-O111,ar Oaks :Way A/:300,··,:Car_lspad~--, · ... ' -__ ::··_..-.·_:·California·;"' Job.-·No. · 05-:487'9~016.:.oo-ob. . · ,.· ._.-: ·. -~'"'-><:--:·-,";>t:·:,; .. _: . .-. : ·_ <: . .-_ ~ ·-_':_·._< :··:. -. ~<. ·:}:/·_~--·.·. ·-.. <~:<:--, ·. . :::. ·_. . : /:. . .·:-_ ··>-.\~.)··:_/~~---:\-;_.,,' :' 14 ·; · _. San· Diego _·Geotechnical·.-·consul tants ;_-.July .·3·; .1989-,;.,$upplementaF V · · ·. \ Reco~e~datiqns-·-for ·Gradil)g,. _-:Airport· ,:Business,/Centre",_".: .· · Units -2 · and 3 ;--.Carlsbad,-.; California·, Job .No-.-;. 05-::-4879-016~ oo~oo; Log No.-9-1818. · · · · · · · ·-· · 15. San Diego. Geotechnical ·Consultants, ·July·. 29, 1988, Supplemental Geotechnical Investigation, Carlsbad Airport -Centre, Unit 2., and -Offsite Fill Area, --Carlsbad, California, Job No. 05-4879-0?--1-00-00. 16. H. V. Lawmaster & Company, Inc., 1980, Preliminary Geotechnical Investigation, -Proposed·Palomar Business Park, North San· Diego county·, California: Unpublished Report No. 79- 9394/654G to Palomar Business Park, January 15, 1980 ( includes gradi_ng plan ·review -letters dated June 8, 1982 and September 27, 1982). 17. Moore & Taber, 1987, Report <;>f Geotechnical Services, Carlsbad Tract .-No~ 81--46, Airport Business Center, Unit No. 1, · City of Carlsbad, California: Unpublished Report to Cent~e Development Co~pany, February 25, 1987. I I I II II TABLE 1 -LABORATORY COMPACTION TEST RESULTS JOB N0: ___ _.::0=5_-~9~0~6~5~-~0~0=1~-~o=o~-=0=1 _______________ _ DATE: April 1993 --............ ~--=--=:;.-=.:=:._ __ PROJECT NAME: ____ ~s~u=m=i=t=o=m=o,.___.B=a~n~k~·~o=f::_;C~a~l=i=·f=o=r=n=i=a _______________ _ TEST NO. 1 2 3 4 5 6 7 -8 9 10 11 12 13 14 SOIL CLASSIFICATioN Medium Brown Silty Sand Medium Grey Brown Silty Clay Light Grey Brown Tan Silty Clayey ~ Sand Weathered San~iago Peak Volcanics Brown Clayey Silty Sand Yellow Tan Clayey Sand Grey Blue Silty Sand Class 2 Base Light Brown Sand (Shade Sand for Storm Drain Backfill) · Class 2 Base Class 2 Base Dark Brown Silty Clay Green Tan Sandy Clay Class 2 Base OPTIMUM MOISTURE CONTENT (%) 12.9 16.8 14.5 15.1 13.0 14.5 12.8 6.1 7.6 7.4 7.2 12.4 15.7 6.4 MAXIMUM DRY DENSITY (LB/FT3) 119.1 121.6 113.5 116.6 115.3 114.5 118.0 138.0 134.9 137.2 134.7 122.0 111.0 138.6 le -Pr,:\}t?Ct Na1,1e; - - Test Je?t. Number Date 1'389 Test Lc,catior; --------'-------09/12 SEE MAP 2 09/12 SE£ MAP 3 \)9/13 SEE f!'JlP 4 09/13 SE£ ~P.P 5 09/13 SEE MAP 6 09/13 SEE r,<,P.P 7 09/13 SEE MAP B 09 I 1 i; SE£ 1'lAP 9 09/14 SEE MAP 10 09/14 SEE MAP 12 13 14 15 09ii4 09/15 (19/15 09/.15 09/15 SEE MAP SEE l'i'AP SEE MAP SEE MAP BEE MAP lb 09/15 SEE MRP 17 09/15 SEE fl!A"i"' 18 091! 5 fEE M;1P i9 09/1~ s~~ MR~ 20 09/ l& SEE r.riP ;"'·- 2~; 09ilB SE r.gp C:4 09/18 SEE ~~p_;i 25 03iiB SEE ~AP 2£, OS.I 1 B ~ct :,:~: 27 (''3i:~ SE M.~:. ..); (:9/?.: ,.... __ :r::.: TABLE 2 Field Density Test Results Levatior, Curve No. or & Ma;:ir,mm Depth Dry Der,sity ifeeti iocfJ Fill lfoi·st'ure Coritent (oercer,t} -----·--------'- 192 193 195 197 199 200 202 204 206 207 2(18 209 210 212 192 214 194 157 193 201 202 2(,2 2(;7 -:,, -:..: 2:Jt. 207 ::-·-; 1 4 3 3 4 4 4 4 4 1 4 4 4 3 4 4 2 4 3 :, 119 11£ 113 113 116 116 J16 116 Jtij 119 119 113 116 116 116 113 116 1 lf, 121 116 l'. .lb :16 jl< 113 1 \-:' :.; .. • iii Jh l }f. .. ' :.!'L.· 15.9 i7.1 17. 9 15.1 16.5 rn.o 18.2 17.6 16.1 17.5 14.1 15.8 16. 7 16.1 B.1 15.1 15.5 16. 3 18.1 17.6 17. /.i 10. 7 15. 7 it .. 2 1£. 4 15.5 i.M r ....... ~:.· 16. (: 1B. ~. :.7.1 •;i -'"'' I 1; .. 2 :~. (; Fill Dry Density lpcf} 107 106 f04 104 105 105 108 106 106 108 1(17 103 107 i05 105 103 106 1(16 109 107 105 10& l03 105 102 102 102 j[::' . ~-~ ., .... 1 Page lr Relative Compaction (percer,tl 91 9::, 93 '32 91 91 93 92 92 91 90 92 93 91 91 92 92 91 93 92 9i 9(: 9! 51 91 Remarks (see leQer,ri) (90) (90) (9(l) (90) (9(1) (90) (90) (90} (90) (90) (90) (90) (90) (9(1) (90) (90i (90i (90) i90) i90) (9(1) (90) (9(1) R-24 (90) (90) (90) (90) (9~:) ('3i)i iSO) i9(Jl (9(1: ('j~J) i9fl) i50J (·j(;) ;-,,,. ,:'.I NU Nu NU NtJ NU NU Nu NU NU NU NU NU N[j NU NU NlJ NU fl.I, N!J NU ... ..... _ . !-. ... P1;.'tiJECt Naf<ie: AIF.PDRT BUSINESS CENTER! li'.ilT 2 - 7est fo:t Test I'i~mber Date Lc-c~atic,n 1989 1.r, -C• 09/22 SEE MAP 41 09/22 SEE MAP 4~ (;':J/22 SE£ /!:AP 43 (19/25 SEE l(.r,,-. .111r-- 4;. D9/25 SEE MAP ,c-(19/25 SEE MAP 6:.J 46 09/25 SE£ MAP '17 09/25 SEE /i:AP 48 09/25 SEE MAP 49 09/25 SEE ~AP .50 (l9/26 SEE lf:AP 51 09/2f SEE MF.IP !:·2 09/26 St:t: MAP 52 09/26 SEE MAP 54 09/26 , SEE Jr;f{P -..:a.:-09/26 SEE It.AP -::r 09/25 EEE ~AP ._I~ - 57. 09/27 ;--..-C' "=.'-MAP ,:r ~-09/27 SEE MA!=' ::-'.:' 09i27 S~E /!'.-AP f(. 0'3/27 SEE l'Jifl i-OS-JC.7 SE:" MQ~ .-. (;'3/'£7 :L. OS/2f --. : :.. OS/23 09i29 SE~ tr':A!J SEE ~;~p ) {~~=i::.~ s~~ r:~:: 7 ~ (,:;,''--:· St:i ~:A~1 ;{.-/:).: S~I MA~ R..~@.C.!i?_~enc: -r--~-c_i: __ =~-,_:~- Elevatior1 c,r Depth ifeeti 218 224 226 221 229 232 234 235 236 237 235 23? 236 239 223 239 24(1 241 227 222 2"32 2~2 225 P,-;:= = TABLE 2 Field Density Test Results C:.n've Ne,, ~ Maxirw11: Dry Der1sity 4 3 3 .I; 3 3 3 3 4 4 4 4 5 r: .., 5 (; 4 r, ;:_ 4 3 I; lpcfl 116 113 116 113 i.i3 113 113 116 116 116 1!5 115 115 115 115 11 ij ~ 13 11E. 1•--.,b .. -.... ..: 116 --·~. Fill Mt•isture Cor,tent (oercer,t) !fl.(! 18.6 15. 9 17. 9 i6.2 17.2 17. (l 17.3 18.1 16.1 113.5 -16.2 17.3 16. 9 17. 9 15.4 .i: C' ..... .iJ.c 15.7 14.9 1;.s 16. E. 17.0 '.'i. 2 • r , 1C•, C 12.5 .-" :.1.u Fi 11 Dry Density (pcfl 107 102 102 1(>3 1{!4 102 1{13 104 104 105 104 104 !03 1C>3 lOE- ~~'" 1(,5 10'1 !03 1(:6 .,-.::: ..,\.•..,. ... .iJtJ Page Refative Cmr.r,act i or1 (r,ercer,t) 92 91 90 91 91 92 92 91 92 92 92 91 9i 52 C~· -·- c· _.;.: 92 f. 2 Rernarks (see iegem!l (9(1} (90) (9(1} (9(:! (9(1_1 (90) (90) (9(1i (9(1) (90) (90) i9(1J (9(1} (9(l) {9(1) i':l(J) (9(1) (9(1) (90i {9(>) !9(1) (50., !9:); ,:c .. ·,·, ~_.•\.'I i9(J) ~9(11 {9(:! (,. .... ,._;, : _.,: .-·. ::--.. --:-·· c;, ... :_. SC Ni_i t,;;; SC 5[ SC ~,-. ~:, SC c;,--,_ ;.1, ,,_ SC. r -.. ::... .... _, ·\:_. =·:.. , .. ' ~ -· : .. / Prc,'.Ject Nar,:e: AIRPORT KiSINESS CENTER, l!'"T ,:, . ~ \ :. ' L. TABL~ 2 Pace ~ -Field Density Test Results Elev at ic,r, Curve No. Fill rj Il Test Tes-: Test (!~· E,. l'ia~iMum Nc,isfore Dry Re lat, v1:- Number Date Locatic,r, Denth Dry Deris1ty Conter,t mmsity Cc,mpact 1 or, R2r,1ark: 1989 (feetl (t:cfl (oercerit) (pcfl (nercer,tl (!:EE le~ern:il ---------------------------------- BO 10/02 SEE MAP 217 r: 11r 10.4 iOO 87 (9i.1) fH:1 [\'J ,.1 ~•.J Bl 10/02 SEE ~AP 217 C iiC 13. 9 J(l5 92 (9D) ~~~! J i !,.l 82 10/02. £EE ~!P.P 23~ 5 115 15, 3 104 91 (9(1) f,g __ , B3 10103 SEE MAP 227 3 113 i:" :-. 103 9' (90) •.. ;..J.C. _i ,..,~ 84 10/03 SE£ Ir.AP c·40 5 115 .·--r :.~ • ..i 104 91 (9{1} Nii 85 10/03 SEE ti!.AP 24E' -4 116 14.2 105 q, -· (9(1) s::: 85 1(1/(>3 SEE MAP :23B 4 11f 14. 1 1()4 90 (90} E 87 10/(13 5;:-,: MAP 235 4 11f. 1"' ·:> J, ... 105 91 (90) NU BB 10/04 SEE MAP 226 1 119 16.1 100 91 (90) SC 89 10/04 SEE MAP 243 2 121 16.3 109 90 (9(l) i:;r-~'- 90 10/04 SEE MAP 23D 4 Hf. 1f.. 2 1(15 91 (9()) NL! '31 10/04 SEE !fJlP 235 4 116 13.3 106 q,;, _._ (9(1} !,iii 92 10/04 SEE J!l.AP 2~ ·1 1'19 13.6 107 90 (90) ~u 93 10/04 SEE MAP 245 5 115 14.1 103 90 {'30} NU 94 10/04 SEE MP.ii '2.37 r ·115 15.4 103 90 (90i NJ .,.J -95 10/05 i:;i::-MAP 242 4 116 1£.5 105: 91 {90} c-r-~tt --·~ % 10/05 SEE MAi:J 232 4 116 15.0 lt)4 90 (9(1) NU 97 l(J/(•5 SEE MA~ 234 4 116 16. 0 10S 92 i9(1i C·!' .,,., 98 10/0:.' SEE r.AP 250 4 116 14.5 1(:4 so (90) N:i 99 !0/(J;:; SEE !>!AP 237 4 !Hi 17.E 104 9(: (·3(l) ~'d .-.:_, 100 l(i/05 SEE tAP 245 4 . , , ;_t, lS. E, .. r,c !"\.'1.-' 91 ,J90) N;.1 101 10/(lf. SEE M~P 2?1 C: .:1::' ,-; 'j 105 91 •·a• {90} .a,::' ., .; :.-· ;....;.l,. '"L' 'j(:2 10/(,E £EE il11P 2i:.4 t: ~,r-:'-. (; 105 92 (9(1) s:: ..J .:.;....i 1(1~. t(;iOE SEE t:A? ~-LB 4 :!& ;7,6 ,t, ... -;; 91 (':K:l ... ;~,.,: :•._I 1(:4 1Ci/Of. ~'E: ~:p:· 2Lt:i 1:s 14 .. S 107 ,... :'!.! (9{lj s~ j(:5 10/t}fr SE r.P.~; 21if, .: !9 11:..0 !07 Q{• ........ (9)) ti'! 1\\J 2t)f. rt-~il!t SEE ~!~P 247 4 : lt, ;5_ 2 : ,:,E, o:, _.,_ ('j(Jj re :tf7 !(:{('C.· SEE ftJ:g 2~~ /; 1 :5 ~~-1 !(:£ ~2 ('3~:) •,·! •<u 10C 1.0/0i SEE. ~;g;, 2:,(1 4 : 1t-;L.-0 1r,r:: r--{90} er .a• ... ·--· ~l -·- ](Jg l0/l:S SEE M~P 227 ~· 1:s ·:s. £. !.O'l '3(1 (9()1 N·· ., : ~o l(liOS S£E 1"~:: ::·~ 7 ~ :1s ,1E,. 4 ..... ,t: '31 (90} r,. 1v ... 1 !'' .!.! 1(>/03 5;:-;:-!Y;i4:J 245 5 11r 13.(1 j 03 '?(J (9(1J :~:_: ......... 112 10/:)S SEE /i,ijci 252 r 115 . ~ . J1)3 9() (S()i 5[ ~· .:..:.·~ ½ : l.! .f(:/!:·3 ..,~-~0:., i:=r.:. 5 ;15 ~4.7 !(15 s~· (9:)) .. .. , .! :1: :;)/(:5' S!:E ~:~c 2~::: r ',c li., :-:: !Oti 91 (9(1) s: ,.l· ;..1~ ! 1:: ~(1i1(: 5.=;: r,;P 2:-::. 3 :E :5. (1 !\}i:'. .J• (':i-~I) '~~ J; -};E: 1Q/;f. s~~ r.e;;. :::.; ,1,;,~ •C-: .i02 5J (90) ~t} ~-_,_ .. ,.,-; ~(1/1(: E::t r,:: ;J ··c:= ~ ! 3 15.9' !(:] '31 ('3()j I, .:,_ I c..,..; ~ "- ! :I: i :)_1: ::. ==:: ~;.-~-::,.:'..:_' .:, . •-; !':. -; 11)2 ':4~ {';(i) r, ... .... ._. :·: ~ f .-, ; • :, E:::: '!·~=· :, 5 ··== -i(:w-·;i: :9r:; _ ... , .. ,;;. . ---~ ;. ._, Rernarks Lt:.!lt;il!Ql. • PrbJect Name: AifiPORT E-.:.JSINESS CENTER, UNIT 2 -Field Density Test Results - - Test Test NurBber Date 1989 Test Location Elevatiori Curve tfo. or 8 Maximu" Depth Dry Density (feet} (pcfl ---------------------------- 1.20 !2! 122 123 124 125 126 127 128 '129 130 13~ 132 133 135 13f. Er 10/ 1(1 1(1/10 1 C>/ 11 10/11 10/10 10/11 10/11 10ili 10/li 1(1/11 10/12 10i1E 10/12 1(1/12 10/12 :.0112 10/12 D/12 SEE ~iAP SEE !'!AP SEE MAP SEE MAP see mac, see !!lap see raap see map see 111an see mar, see rea;i see map see map see map see m;;::i see r,ac; see map 138 10/ .i~ !:EE r;ap 13'3 i0/13 see !J1a!.' 142 1 (;/ ~ 3 see r.1c.:: t1."• .l~ .. ::3 •::-: ,._•! 1-C>/J.b !(Ji~t 10/17 lig![iark~Legeno__;_ SEE;;:;;.~ see 1.;.;,;:. see r,:aJ see ,~c.::: :EE r,:2.:- see i,:c:. S:EE ita: .:ee !::a: \#;: = ~ec;..:1:--~c ~e~·:-~:--: -.. '-·-•,:?:.;c:.: ~,. 1_, :. 258 256 255 254 220 220 243 c::;9 240 257 252 250 2"20 223 226 2'23 22£ 259 254 257 24':.i f"-46 252 2£:1 2:.t. .:'ES i:.t,/ 3 .:, 4 4 5 3 4 3 3 5 5 5 4 4 4 5 5 :: ·~· ',-J 1..:i 113 1i6 116 115 115 113 116 113 115 .119 115 119 115 115 !19 115 116 ! 16 , ·= ... ..; ',c • ,1,_• . ,:: Fill Mc,isture Cor,ter,t i~ercer,t.J 17.2 16. 0 14.5 16.4 13.4 13.B 16.0 14.5 14.6 i.3.6 r3.o 15.0 13.5 14.2 14.8 15.8 14.B. 1~.B 13.3, lf:.1 1~. 9 14.2 13.1 15. 2 lf,,: 16.2 16. (l l6 . .\ :i.. 7 :~-. 0 Fin Dry DFr,sitv <pcfl 103 W3 106 1(17 102 104 103 1(14 102 103 10'1 107 104 1(17 107 109 107 t(l!i 104 106 105 1(15 107 lCJE ·; Relative Gomoaction (percent} -------92 52 ~2 53 BS 91 91 90 91 9.2 91 90 Q• .J! 9D 91 92 90 91 91 92 93 91 90 90 S:) 5(1 90 90 ~l q:• _,_ 91 .-.~ :JJ ?! ~; ':,.:. 51 5.i 9: ;-.. :!.! '?-:. iiern;;n:s (SEE le~ETIGi (SO) s:: iSOi SC C9Gi t·l· ,,,... i9(l) t"' ,_ (9(•) R-125 r,~...i (90} !,Ll (9(1) K' • L' (90) ~(' ~\.· (9(1) Ni.! (9(1) SC (9(li Ni.! (9(1) NU (90} NJ (90i SC (90) SC i90} Ne! (90) N,i L• (5(1) .... ! :,:..., (90) Ni.I (90) Nj (9!)) s: i90) Nj <SO) r,~: (9~:; ~.~! (':Oi S[ ('30) I"• .'t'L· (':!OJ t~_; {9~::; t,~..: (9(:) SC \90} £.C- i9tii t\d (';i(I) t'fi...1 ('j(;j SC \':f(,i !i;;.) (9(1) kJ (·j~,j SC (90) tJ~i !'3\)) ,11: ........ (90) S[ ~ ·3(J} !\'_• • ') P1<C.JEC_t Name: AIRPORT BLISiNESS CENTEfi! :, .. :~7 r, u,, ... 1 ,:: TAB~E 2 P~.r:e .; 5 -Field Density Test Results Elevation C!!rve Ne,. Fill 'Fil 1 Test Test Test (,r I, Mar.imum Mul~.ture Dry KElative Numb:?r Date !..ocaiic,n D2oth Dry Densjty Cerr1tent m,;nsii y Cc·r~i:'CC't j eir: i<=:,;,;;r•::: 1989 {:feet.) (pcfl ipE-rcer,t J ipcfi ,c,i;,rcent) (SE'E-lE;,er,;:;) ---------------------------------------------------------- 160 10/17 see mao ~j .. ~ 4 ll6 13. B 10:: ,;,, (S(Jj N:.J 1..t·~ .,, 161 10/17 see map 2fi':i <· • 119 14. '3 107 'j(I (9(l) il'.U 162 .• J0/17 !:EE map 265 1 l!9 15.8 1(17 90 {SOi NU 163 1(1/17 see map 261 119 lf i.3 103 91 (90) ;,;~: 164 10/17 SEE map 2EB 1 119 1~ .• 6 107 ':i':, (9(:i t~~l 165 10/lB see map 255 5 115 l-4.4 104 G' (90i N" _l '-' 166 10/18 see 1.ap 268 4 116 14.6 l{J6 92 (90) SC 1'7 10i1B see map 270 4 116 14.3 105 91 (9(1) Nli .b, 168 ~0118 see map 248 4 116 16.4-. 105 91 (90) NU 159 i0/18 see map 242 4 1Hi 14.9 105 91 (90) NU 170 10/18 see &1ap -:,7r --~,., 4 116 17.0 105 91 (90) SC 1-· (_ 10/1B see map 230 l 119 17.6 1(18 91 (9(1) NU 172 10/18 see map -:,--,, ... Sc 1 119 17.~ 109 92 (90} SC 173 10/18 see map 240 4 116 15. 9 1()5 91 (9(•) NU 174 10/!B· see u:ap 25!) 4 116 14.9 105 91 (90} NU C"' 10/18 see map 250 4 116 14.2 105 91 {9[>} ~u -,., 176 10/19 see r:iap -:i,e::-. 119 15.4 10& 92 (90} II:" L.,J,J • '" 177 10/19 5,:,-mab 25g i 119 15.B 109 92 ('30) SC .,.c: , 17& 10/19 see mao 26(1 4 116 15. 7 105 9i (90) Nil 179 1(1/19 see map 262 4 1l~ 15.3 1(14 90 (9(>) NU 180 10/19 SEE iaao f.70 C: .J ••t: L J1..I 1L4 103 ~e {9(:) N'' L• 1B1 10/19 see ~1ap 271 5 j<C .1.J 15. 0 103 90 {5(1) SC 182 10/19 EE'E-1:1ap C:5E 119 12.9 107 % i9(!) iii"' '-' 183 10/19 5.c:::: f:12~ ;;_j/ 4 ,16 11.6 103 90 i90:: i•.! 184 10/1_9 see k:i.'.p 25(; 4 l 16 14. '3 1(:5 91 \S(1J k.! !85 1(:/1.9 SE£' mao 22~ 4 116 14 .. ~ !05 ~ 91 (9(l) l(LJ lBE-10/20 see r:~an c.·:.? 11 ':i 13.8 i07 S(J (90) NU 187 1(1/E,(! ::l?2 !:1a0 25:! 4 !!£, 13'.1 lOo 9:-... (9(i; I>:'' .!_, lBB j(}/2{; ~EE 1:1ap c·:,.9 119 j4, 1 10& 91 (S(JJ SC !89 i0/20 :eE map -:.:::: .__., 1 '••:i J, l -· 14.3 l(Jb o· .l i9(>) SC 13(i 1 (;/2(1 S€-t: ~a!i ~t-2 ,.r ;.,l;J 13. ::. ,(l3 9;:_ {9(:) t-·..: 19! l(i/2(: SE2 m2.p 255 ( 119 13. 9 !OB q• i30) t,U , _l '!r,.r\ J..'JC 10/f.'(1 see nar: 255 4 li6 ;s.1 105 q• -1 (9(1) r~:J ~'33 :.(,i2/,) ':i=!: r::a:, 2SE-4 lit:, 1= ~ .,,..., ..... 1(14 5(J (9•); :'< 1 CL 1~. lf:/2(1 SEE MC,!j c;E 11'3 14.5 1':17 .:t• ,1 i':iOi ... ~'- 195 !0/23 !:;?e rr2.n 2f7 l 113' r3.5 107 qr, ~·~' (':j(J) ,. , ,,_ . ,.., 10/23 253 ; ;s r-;; , 1(J7 r:,, (90! .:.~::-:e~ 1::21; '-•"' J> !:_. -197 10i23 see 1:1C:' 270 1!9 i5.6 107 '30 (9:1) ~·· ~· 198 1(}/22. :ee ;r:a~ cS~ . ,~ 1£.1 1 C>7 90 (91)) r.- .Li:7 ~-- 1~·; !(1/2~ ::EE !ilC.:1 ::_·fi. l!3 1::.(1 1:; 54 (9,1: ;,_: fwl@rks l;,~qend: (t#i = 2e:?uire: .:::ie!'"Cerr: [_,:.y:~:,ct.j C·:':! R-~t :: ~e!.esteri C·~: !f:::t #i!, SC=Sa~10 Corie. r,~l=Ncc1Ear4 D:=[h"'! ve Cvl .. [:-=:·: .. ,f ·· l ,! J ·ProJec-t Nar,1Ei P.IRPOF:T ~JSlN~SS [Er.T~i. :,_i~]T 2· !AB~E :: f:·.;_'!2 ;; t• " -Field Den11ity test RHult1 Ei evat i cir, Curve No. Fill p,., . .; ll Test Test TEst or & !t,axirwr,1 tf.c-isture Dry Relative;· Number lh.te i..~•catior, Dentn Dry Der,sity Cor,terit Der.sity Cor,:oact 1 err, Remar!ls 1989 (feet.) <pcf} ( per:::er,t.) (pcf) (;:ercer,t) (see ie~er,di ---------------200 10/23 see map 269 119 13.9 108 91 {9(i} NU 201 10/23 see ma!:l 26& 119 .iii. s .111 91, (9(Ji l'l:U 2(!2 10/23 SEE map 264 r: 115 12.4 105 o~ {9(1.l M_j ,J ,,: 203 10/23 see 1:iao 270 1 ":l ·-13.0 111 94 i90) SC 204 H>/24 see map ';,/'": ... ,c 1,9 16,2 107 90 (90i NU 20$ 10/24 see map 271 1 119 16. 9 108 91 (90) NU 206 10/24 see map 268 r: 115 14.0 105 91 (90) NJ .; 207 10/24 see map 269 s 115 15.0 104 91 (90) NU 208 10/24 see map 270 C, 115 14.3 10'1 91 (901 NU ,J 2(19 1(1/24 se~ map 269 5 115 13.9 104 91 (90) NU 210 10/24 see,map 271 C, qr 13.4 104 91 (90) NlJ .; .l..l'-1 211 10/24 see map 270 4 116 15.0 106 91 {9(1) SC 212 ·10_/24 see lllap 239 4. 116 15.1 105 91 (9(l) NU 213 10/24 see map 235 3 113 1r r, 103 91 (9(l) NU ,J, C. 214 10/26 see ~,ap 230 c:-115 13.2 104 91 ,-(90) NU ,J -215 1P/26 see 1na9 245 ~· 115 1-3.5 104 91 {90) SC 21& 10/26 see ·map 270 r '115 pr 104 91 (5(1) NJ .; ._,.; 217 j(l/25 272 C i15 13. ;i ' 104 91 i90) ·NL! see map ..! . 218 10/25 see EiBp 267 4 116 14. 7 1(:7 93 (90) NU 219 10/28 see map 270 -· 115 14.4 103 ·91) (90) NI' '-' 22(; 10/26 see map 269 5 115 12. 7 104 9; (9(1) ~~u ~'='1 :.a-... 10/25 see man 274 5 1 •r: .., 13.8 105 '32 \90) NLi 22Z 10/27 SEE ?nao 270 C, ,J 115 13.3 103 90 (9(1) N:J a:3 10/27 see man 276 :, 115 .. -. 'f:. 104 .Sl (9(:/ c;'"· .:.~.J ,L 224 10/27 see r.:.;p 277 C HC' 11;,5 1(:4 9: (9(1) N·' -· ! J.J ... 225 10/27 see rr.a::i 279 -· !15 13;5 105 Q'j _ ... (90) t'" ,.., 226 10/27 see ma::, 281 C 11S 13.0 106 ~2 i9(Jj II:'' .: • lJ 227 !(l/27 sei:, rr.~:o 269 5 !1S 12. 4 J05 92 i9(:) ,.,. -~~ 226 10/2.7 ~ee r,:ao -:,-;,-C \..~'' ., 115 13.3--105 9; (9()) t.;U ·:rjQ 10/27 see r~~2:D 272 C ••c-13.0 1(14 '30 (9(1) NU .._,.__ ., :.! ,.J 230 10/27 see map 255 5 11~ 12.7 1(13 90 (90! ~._; 231 10/27 see mao 26~-,: ,J 11fi 13.9 106 52 i9(J) :,:11 ' -· 232 10/30 see ffidD 268 2 121 ri..2 113 c;• _ .. (9(l) N;J 233 ·1(1/30 ~Ee rfai:, 255 ~· l1J is.o 103 91 ('j{:; t".tlJ 234 10/3(1 see r~a~ 26& 2 12i 15.4 114 94 (9(;; NU 235 10/31 see man C 5 11-5 16. (• j(l3 9(> i'30i f~U -., ~.!-::-: 10/2:! see mac -3 ic 115 15.8 104 91 (9(:1 :-;,· -.... I •' 237 i(1/31 ~ee r,:2~ -~ ..! 115 16. ! j(J5 91 (9(1) f\U 238 10/2-~ see Tt.C.!3. -4 r: •• r: !5.4 103 9(, <SO: ,,~ ,J J. : ... , 239 i0/3; s~~ i:12.p '3:7(i ::-115 15. l W7 0~ \1;(1} . ' J,' Remarks Leoend: (#;) = i1ecuire:! Percer::: Cezr:~~act i c-n~ ?.-?.;: = Retest:d c,r. Test ,._ s::=Sar,d C':,ne! r,~=t,·uc 1 ea," DC=Dfive [V2. r C,T=[:!~•e( ·-:-:-:,~ • 1 , l )., 'I 1PrerJect Name: AIRPORT BLISINES~ CENTER, UNIT 2 TABLE 2 -~ield.pen:ity Test Results . ' ~ ··~ • I •• Test Test ·'·:· Number :Date Test Lcreatior1 · . -.• 1989 240 · . 10/31 see map 241 10/31 see map . 242 10/31 see h:ap 243 11/0J see ~1ap 244 11/01 see map 245 -11/01 246 11/01 247 11/01 24B 11101 249 11/01 see map see liap see map see map se~ map ,--· see rr~p see map·_.,·_,_ see -map :, ,-,_ . ~ ··.; 253 11102 see toap. · - see map .. . -•., ~54 -1-1/02 Eievaticin Curve N6. ·· or -& Naximu,~ 'De.pth. · ., Dry Der.sity ' (feet} ipcf} .. 272 262 -?64 284 285 ::.6 "-6•· . 262 :"262 ' 282 - 5 5 5 1" 1 5 c-' ..,. -5 284 ... , i . ::-6. :;--: _-~ 5 · ;:12. , /:· ~ : 5 .-···;73·_,:,,~ •. 5 .. :·· · .. ,··· 115 115 115 119 119 115 115 115 115 .115 119 119 115 115 115·, . , . ·.... . . ::-·· •: . ·~~ •. ~~< ··' ..• ,,;t,··i_:{ftd··' · 11~ •· 255 ~---,-255 -, : '"? .. 57 · .258 .259 11/02 11/02 11/03 11/03 11/03 see·r,iap -·' -·· . -'..75 5 HS _, - . 260 11i03 261 . 11/06 262 11/06 263 11/05 261; 11/0S 255 , 11/0& 26f. 11/0ii 267 11/0ii . 258 11/05 269 11/06 270 11i0f, 271 1!i(l7 272 11/07 273 11/(!7 27!; 11/07 see map. see map see map Se€ n1ap see raap see map SEE map see map see map see map see ~,ap see -map see •1ap see map see r.iap l 275 11/07 see map 275 11/07 see biap 2.77 1 t 107 see map 27& 1.1/07 SEE map 27"3 :.1 /07 see mao Rfil@_rks llif?MJ. '75 2~2 _273 274 276 278 280 202 286 284 280 284 2B5 285 288 2aa 213 276 275 29(! 5 4 4 2 J, 4 4 4 1 1 ,4 1 5 1-l~ 116 116 115 116 121 l if. :!6 116 !16 121 ::.ff., 1.19 1!9 116 119 119 115 Fill ·Moisture Cor,tent (percer1tl 13.9 14.2 15.5 12. l 12. 7 13.S 13.0 14.9 17.1 16.3 16. 7. 17.B 13.8 18.1 .,17.0 16.5 15.0 14. 7 1-4.9 17. 5 16. 0 17.B 16.1 15. Cl 13. f. 16. 4 15.6 15.l 14-. 2 15.6 15.9 15.4 16.8 14. 9 17. l 17. 9 16. 5 Page # 7 Fill· Dry Relative Density · Co!llpacticcn · ' Remarks ·tsee leQendi (pcfl (percent> 109 101i 106 110 109 105 101 104 107 · i09 107 109 .. 103 1{13 105 106' 105- 106 105 105 · 106 104 105 106 105 109 106 1()5 105 105 107 107 110 105 107 108 105 1(19 108 l(lq 95 93 94 93 92 91 88 -90 93 95 . ..... (90j (90} i90} (9(1) (90} (90) (90} 252 (90} (90} (90) 90 . (90) · , 92 . . · '{9(l} · 90. . _. (90} . · .~ ... -90 · (9(1) 91 ·, ·. (90) 94'. (90)_·. 92 · (90} 92 1 (90}.·.,. 1· 92 · · (90} 92 (9(1) 92 90 91 r;p _..._ 92 90 91 9i 92 91 91 91 91 9(1 92 91 92 91 91 .{90} (9(1} (9(1} (9(1i <SOi (90} (~i} !9-J) i90i (9(l) ('30) (9(1) (9()) (90) (90i (90) (SOi (9{1} (:;:;;1 = fieauired Percer,t Cc,r,,oaction, R-,.;,;; = Retested c-n Tes~ #. SC::;Silni fone. NLl=i-=uclear, DC=D?·iv,; Cv1,. [,:[,tr,?.- NU NU. NU NU Ni.I NU NLi N:J NU SC SC SC NU NU·-, NU NU S[: NU Nu SC ,.. ~ ..... ' • l ,\ ,l ,J Prc,Ject Name: AIP.PORT BUSINESS CENTER! UNIT 2 TABLE 2 -Field Density Test Results · - Test Test Number-Date 1989 ,. ... ··Test· location 280 11/08 see·lliap_ 281 11/08 see map 282 11/08 ··see map 283 l 1/08 see. map E:64 11/06 see ~1ap 285 11 /08 see map 285 11/08 ~ee map 287 j 1/08 _see· map· 288 11/08 · see ~ap · · .'; 289 11/08 see map_•:;: .. ~ . {' .. •· 290 11/06 ·see ;map·· . ·;·. · '. ·". 291 . 11/08 ·!' . • <-. . . . : 1:;:;;,i;j\1{ :. .. . Elevatic,r, Curve No; Fill lfoisture Cciriter,t or . Depth (feetl & Maximum Dry Density· (pcfl { percer,t) · 29~ 5 234 5 263 5 270 5 260 5 264 ·. 4 ,274 4 296 5 295 5 271 4 275 1 --277 ·. = 4 298 4 297 4 4 115 115 115 115 115 116 116 115 115 1-1~ 14.3 15.1 17. 5 17. 7. 16.0 13.6 11.0 17.1 16. i 16.4 119. 15.0 116 14.B. uG· p.a·, . i16 .. 14~2 · 116· . .'15. 5 ·294· 1110s :iiek~~f>---·~·: , · · · • ... .. ::.~·. J• • • •• _: • •• \· • ,_ 276 269 . 277 27B 27(1 · 257 296 2%. 300 301 302 303 304 305 3% 301 30E 309 311 312 J15 316 317 318 'H/09 .-::.:·~~~ .. :~~:{\' .. ·: ·, .. 1V09 ··_,' see Map),-:/· · li/09 '-.'see ·lllaO(:;:''.' ··. 11io9, i~ee:·ma~:-.'/,f:'.'-. : 111c19 · .. :~ee.;;a';i:_ :_,_:·; 11/09 : .:.see·~µ.::· 11/09 (see-rna_p 1!/09 see man !1/10 ~ee map 11/.10 see .map 1i/10 .see rnap 11/iO see F.la~ 11/10 . SEE map 11/10 see map 11/10 see reap 11! 1 Z see map il/13 see 111ap 11/13 see R:ap 21! 13 see map 11/13 see l!iao 11/1~ 11/13 11/14 11/14 see maii see l!lap see mao SEE maµ .. . , 3! 3 11 /14 sei: r,,a;r Remarks Leqer,d: 271 272 274 275 275 274 273 278 268 259 274 274 275 273 276 267 e11, 269 4 4 4 1 ·4 4 4 4 4 r ., C .., 3 ., r: ,.J 5 5 5 5 r ., r: ..,. 5 116 15 • .7· 116 .. · ·17;6' · 116 .. 18.5 119 15.5 115. 13.6 ; · 116 116 li6 116 11:3' 115 115 11:i 115 115 11-5 115 . .115 115 l15 115 115 119 115 17.5. · 15. 7 !5. 9 15.8 17.5 iB.1 16.6 16. 3 ;1.1 15.B Hi.3 17.5 15. 6 !7.7 !7. f, .,: i. .iJ.' lf.. 5 13.0 12.5 13.4 Fill Dry Der,sity fpcfl 107 104 103 1'06 104 105 102 104 104 .105 109 ·108' 106 105 106 106 . 1(15 1(14, 10s .106 105 106 105 106 102 104 104 103 103 103 1(15 104 105 104 103 105 104 1(16 1(>B 105 Page"# 8 Relative Ccl/l1pac:tion (percer,tl 93 ·91 90 '33 91 91 89 91 91 91 9~ ..... .93 -92 91 92 · 91 91 90 ·91 92 91 9.2 91 91 91 91 90 90 91 9(1 91 91 92 '31 9(1 92 90 93 91 92 Remarks (see leQeridl (90) (90) (90) (90)' (90) (90} (90) 291 (9(1) {90) (90) (90) (90} (90) (9(1) (90) (90) (90) (90} (90) (9(l) (90) (90) (9(:) (90) (90} Nil SC NU· NU SC Nll N;.I NU SC NU SC NU NU NU NU SC NU NU NU NU NU Nil NU Nu NL' NU (90) (90) (30) (90i (9(}) . ,~~! (90) (90) (90) (9(t) (9(1) (9(1} (90) . (9(1) (90) NLl NLI SC 5[: NU ill#) = Reauired Percer,t Cc,moac-tic•r,1 R-¥;; = Retesten -=·~· "i"E~t t#, S~=S2r,:i Cc,r:2. NU=r{uc1ear1 DC=Drive Cvl.. DT=iltr,er l •) ,, Prc-}ect Name: AIRPORT BUSINESS Ci:NTER, .UNIT 2 TABlE 2 -Fiel.d Density Test Results Test Test Number Date 1989 320 11/14 321 11/14 322 11/14 323 11/H 324 11/15 325 11/15 326 11/15 327 11/15 328 ·11/15 . 329 11/:15 330 .331 11/15 11/15 332 .. 11/-15 333 ·11116 Test Lot:atior1 · see map see map see riap. see Map see 111ap see rnap see roap see 111ap -see llap see ll!tlp see iiiap . see map ''-..... see 111ap ' . ·.• '• see 'liap.,-·· Elevati1:m or· Depth (feet} Curve No. ,\ Maximum Dry Der1sity (pcf) _273 5 270 5 272 5 277 5 274 5 276 5 -276 5 27B 5 .. 280·· 5 . · 282 :' · 5 ,. 115 115. 115 115 115 115 115 115 115 -·115 :> f28F'i/· ·.5_ 115 ·:. '·\ .. _·_-~~)-,;. :\·. 115 . -· .' c6.i ,... . 5 . 115 . .. ,--223.:::-'.1.~5 ·115 334 · 11/16: see fliap . .". ·. '( .. -2es .-" .... . 115 ~ •. 335 •. 336 337 338 333 il/16 11/16 11/16 11/16 "11/16 .:m:· ··. 5. . :·/ .. 225((~·.:.:·5 .. see 11ao see map . ... ,,., .. -~ .: . r. see mao . ·. ·.&4 ·: ·:"iJ . . .. :·; : : . ·, .. "'. ·: ... ,., .. :·~·_.:: see map , . . . .·', . , .: , , c.77 · _ ·., 4 . s~ map ·}:'._'~;:·:~:.-?_.-_.:/\i~. /:\··:'+. 1l5.-: ·115· 115 116 116 Fill lfrui~ture Cor,ter1t (percerit) 15.7 16.2 1?. l 13.2 13.B 12. a 15.1 15.5 13.7 15.0 11.9 . 14. 9 13.8 15.3 17. 7 14.4 13. 9 14.1--· 17.1 17.9 340 11/16 see F.ap 341 11/16 see map 276i·· .·-,.,1 272 ... · .1-, 119,. · 12.3 - · 342 11/16 see map 343 i1/Hi see map 344 11/16 see map 345 .11/17. see map 34f, 11/ 17 see mao 3i.7 11117 see map 348 11/ 17 see i1aµ 34'3 11/17 see map 3"50 351 352 354 355 355 357 11/17 11/17 11/17 1li17 11/17 11/17 11/17 1"1/17 see rr.ap see map see map see mao see map see mao see map see man :i5tl 11 / 17 seE m.;p 35'.:< 11/21) see mao B;>_marks Le~nd: 276 . 274 270 273 275 275 274 271 280 280 222 225 226. 228 227 213 1 1 4 1 1 5 1 5 5 5 5 5 5 5 5 5 119 12. 9 119 ii9 116 119 119 ·115 119 !15 115 115 115 115 115 115 115 . "' 1 ''"' 13.4 14.& 14 •. 6 12.4 13.3 13.0 17.7 i4. 3 12.5 15.6 13. 4 14.1 12.7 13.6 14.5 Fili Dry Density (pcf} 105 105 105 104 106 107 107 107 103 103 105 105 109 104 107 108 110. 109 107 106 110 110 109 108 1(15 107 103 105 106 103 10<; l09 !09 107 108 Page # 9 Relative Coiapactic,ri ·· ··(percer1tl Remarks (see leger1dl 92 (90) 92 (90) 92 (90) 91 (90} '32 {90} 94 (90) 93 (90} 94 (90) 9(1 (90)· 90 .. (9(1} ·92 {90) . S-2 .. (9(1) 95 . (9(1}_ 91 -; '· (90} • .. 9:3°. : . : (90). 94 _:,. (90)- 96 .. ,(90) 95_ ·, ·. (90) 93 ;. (90) ... -· 92. · (90} 93,' · (90) 93 ·(90} 93 93 93 92 91 92 91 90 93 92 90 .91 95 95 94 (90) (9(1) (90) (9(1} (90} (9(1} (90) (90) {90) (90) (90} (90) {90) (9(1} (9(1) (90) (90) <s.:ii SC SC NiJ Ml t~U . NU SC SC NU NU NU rtJ NU NU NU NU ·NU NU Nll '-NU SC SC NU t.'U NU 5G SC NU NLI t.."J NU NlJ NIJ NU it;.l = Recmired.Percent Cc,;,ma~tion. R-i!l! = Retestet.1 c,n Te:t :r-#, SC=Sar,d Cor,e. !<'-J=Nuclear, ['C:::Drive Cvl.. QT:::Dther - - - ' ' '\ ) -· ProJect Name: AIRPORT BUSI~£SS CENTER, UNIT 2 Page# 10 Test Te~t -Test NuMber Date · .-.. , locatior, 1989.- 360 11/20 'see map_· - 351 11/20 · see map 362 11/20 see 11ap 363 11/20 see Map 364 11/20 ·· see 11ap 3f.5 366 367 368 369 11/2(l . 11/21 11/21 11/21 11/21 see map see map see ,nap see 11ap see·:,iap (11.21 see mao ·. . . .~ 11/22 ' · see 111ap ,· ··: 370 371 372 J73 374 11/2c"· ·. see 11ap . ' 11/22 . ·Se~ ~~~-. :: . , 11/22 see_ cap : ;-:,.-.. : .. 375 11/22 376 ·11122 377 11/22 378 · '11/22 ·379 11/22 ·-se~ map see -~a'P:: · see-map ,. see mp see r.ap 380 381 362 .383 384 38f: 388 389 39tl 391 352 33~ 11/27-see ,map ·lJ./27 see map 11/27 see 11'.ap U/27 see roap 11/27 see map 11/27 see map 11/27 see mar, 11/28 see· ma!l 11/28 see map 11 /28 see ~1ap ! 1 /28 see map 11/28 see map 11/28 see map 11 /21J see map 334 i 112g see m,;o 335 11/29 see map 355 397 11/29 11/29 see 1:1ap see mao 2-52 1 !/2S ~ee man ·._.·.·:· TABLE 2 Field Density, Test Results Elevation or. , Depth (feet) Curve No. & Maxil!lmn Dry Der,sity (pcf} 266 285 235 235 268 237 .269 270 238 260· 3 3 3 3 5 5 5 5 5 .·.s 264 5 270 5 239· .. 5 262·.'" .5 270 ·, . 5 194 195. 264 197 199 265 ?67 201 202 203 268 205 206 2()8 269 270 210 211 P.72 216 214 213" 273 215 275 5 5 5 ,r . .J ·5 5 3 3 3 _:., 4 4 3 f, 6 .3 4 113 113 11.3 113 115 115 115 115 115 115 115. ·ns 115 ·. 11s· .. 115 ·, 115 115 115 115 115 115 113 113 113 113 113 113 '1r ! ... , ... 115 116 il& 1L3 us 115 11 '3 1!4 . till Fill Moistur_e · Dry Relative .-Cont1:mt -, _ -Density Cc,mpaction (percen~). . · (pcff .(pei~cent} Remarks (see le~endi 17.0 '102 15.3 104 1~.5 :".'.,.. 98. 14. 0 103 14.3 103 15. 6 103 12.5 106 13. 3 105 17. 7 · :103 .17.4 .. -.:-.·. ·'·103 .. . . ..:( 91 88 91 90 90 92 92 90 90 13.1 ... .:',·_:, 104 . 91 16.2, :•, · 103. ·· " ·90 17;0 , .... •., .. ,103 ..... :. -.: 90 14.2 ' .,.. ·, · :f06 ,,c:'._ .•. ,.: · .. • 92. 12. 9 < ">iof.;" ~-;>'· ..... _·: 92 .. ,. (9(1) (90) (90i 362- (9(1) (90) (90) (9(1) (90) (9(1)· {90) (90) (90} .!90} --~(90} (90) 11. 9 .. :· ·-.1(15 .... 92 · .: (90} 13. 5 ·,. .. · -,J05 ,. .. : . :92. (9(1) i2.5. :,-.'".1(14 '. /\, ·, ·91 .(90} 1~.9-.:,. · :· i_I<>;:->/. ,:./· -9~ (90) 1c.9. _. .. _,-10 ........ ·.:·-.· , ,9.: (90) 18.0 ., .. 15.9 ·1&. '3 13.2 12.8 13.5 14. 7 12. 7 14. 0 14.4 12. 7 13.0 1S. (: 1.t;. 1 .17. 0 18. l 17. 0 '" ' £":-'• J, ••• • :1.1.:,.· ···i04 102 1 102 103 :l(l2 102 102 1c,4 105 107 1.06 102 107 1(•5 108 i(l4 104 102 105 105 90 ·90 ·91 91 90 9! 91 90 91 92 92 91 93 92 91 91 92 91 91 '31 .. ('30) i9(1) (9(1} {9(ij (90i (90} (90) (9(1) (90) (90i (50) (9(1i ('90) (9()i (9(1) ('30i (9(:) {9(Jj (9(li (9(:) SC NU NU !\Ll NU SC SC NU NU NU t~lJ NU .·sc NU NLJ sc· NU NU, NU SC NU er• ..,.., t~U Nt.J NU NU SC SC NU Rem~.rhUJ? 11!?nd : 1;;;:·,: = Reouireci Percer,i Cc,rnpactic,n, R-¥.f = REtes;;ed ~.;-, :est i;i:. Si:=Sand Cor,e, NLl=Nuclear, D/:=I:rive CvL, OT=Ot!"·er L I t. \. )< -I( -. ProJect Name: AIRPORT BUSINESS CENTER, U~IT 2 TABLE 2 - - FielD Density Test ~esults Elevation ·Curve No. Test Test Number Date 1989 Test· Locatior, or Depth (feet). & riaxi111u111 Dry Density · (pcf} 400 11/29 see map 4010 11/30 see map 402 11/30 see map 4(l3 11/30 see i1ap 404 11/30 see ~ap 405 11/30 see map 406 11/30 see map 407 1'1/30 see map 408 11/22 : see map ·-409 ,11/22 see'"iaap (· 410 11/22 · see map · · 411 · :11122 ·see map 412 12/04 see 11ap ·,:_ ·413 .. 12/04 . · see ·map 414 12/04 see ll\ap . - .. •.-. 276 217 219. 2~ 230 222 .225 227 230 2.2f,: 3 3 3 3 ·232 5 227 · .. 5 228-,: · ·5 224· .. : 5 :226 .\ · .5- 415 HYO! 416 --12/01 '417 12/01 418 12(01 -. · see 1!12" · · • \:;,. --. 22'3 .. ·. r: •. : • • I , t' . . · .. ' • ... ." ·. . .J ·see riap . :·~ ·. :' :'·( . . 278. :,, · · 5 see·: roap·_··--.:· :: . . . ,• 230 '• :i ., , ... .see map · . . 232 5 419 . 12/01 · see ·Map'".:· 5 4?0 421 422 423 424 425 42& 427 42& 429 431 432 -433 434 435 43E, 437 43S 12/0! · 12!.01 12t01 12/01 12/01 HYO!. 12/01 12/01 12/(11 12/04 12/04 12/04 12/04 12/04 12/04 !2/04 12105 12/05 12/05 see lliap .. . \ see lllap see map see map see map see man see map see ma;; !:ee map see Jr.o!l see map see niap see w;ap see mar:i see map. see map !:ee mar; see iqap see map 439 !2i05 see map ~marksJJ!g_end: 226 229 233 230 · 238 244 238 239 2~ 23(1 234 240 263 265 241 257 ,• 5 ·5 .5 5 C' ~' 5 r .J 5 5 r .J r .; 5 C" .; 5 5 5 119 113 113 113 113 115 113 113 115 115 115 115 °115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 11:, 115 115 115 115 115 ! 15 -Fili <Moisture Cc,~,t er,t · (percent} 14.7 16. 2 16.4 15~3 13.1 15.7 13.S 12.8 13.-4' 15.1 13.6 14.2 .13.9 14.0 12 .. 9 13.5 13. O· 12.3 12.(1 13.5 !-4. 0 15.4 i3. 5 !5.0 17.9 14.3 15. 0 15. 2 15. 7 14.9 13' .. 7 14. 5 15. 3 11:: r, u,C 16.1 12. 9 15. 3 Fi 11 Dry Density (pd) 1{>8 103 103 103 103 107 103 104 109 111 109 108 106 104 1-08 104 103 103 106 106 104 105 1(15 i(lij 104 105 1(:5 }(15 104 105 104 104 105 ;04 105 1(14 j(l5 1()7 104 !1i#) = Required Percer.f. Cc,rr.oac;tic·n, R-i;-;! :: Retested c,v! Test ##, e;r-s~r;d Crre ---.. -' ·'· -· Relative Co1:1pactior: ( peri:ent ) - 92 92 91 91 92 94 91 92 95 97 % 94 92 90 94 91 90 . 9(> 93 93 91 92 92 91 01 _., 91 92 91 91 92 01 n 91 92 91 92 ':H 92 93 91 :Remarks (see leQer,dl ·(90) {9(;) (90) (90) (9(>) (90) (90) {90) (90) (90) (9(1} (90} ·(90). (90} (90>" (90).: (90}' (90} . (90}: (90) (9(>} (9~) (90) {90) (90) (9(>) (90i (S(I) (90) . (9(}} (9(ij (90) (9(1) {9')1 (90/ io/.1) i90i (9()) (90} \'30) N;J SC t~LI NU t,U NiJ SC NU NU NU NU NU NU NU NU NU NU NU NU NU SC SC NU NU NU SC . SC NU NU SC NU NU Nu NU SC NU NLI Nl! s:: lt ). J, ~ " PrCrJEr:t Name: AIRPORT BUSINESS CENTER! u~m 2 - - Test. Test Nurober-Date 1989 Test Locatior, 440 12/06 · see. map 441· .12/06 see 1,1ap 442 ¥3 444 12/07 see n1ap 12/06 see map 12/06 see 11ap 445 12/06 see map 446 12/08 . see lllap 447 12/08 see map 446 12/08. s_ee Ila~ 449 12/0B see .map : ~' .. . 450 HY08. . see: map. 451 12/(iB:. _. see r.oap .; • . , ' _ 452 12112,> ·see ~aii: · <. ,.:' · · 453 12/12 , ·-see map • · - 454 ' 12/ 12 --~e-:J11ap \ :·:; ·· ·· .. · .... ''· " 455 12/13 -· '·see .niao ·-·, . . . 456 12/13--: see map · ,,._ ··-- 457 1210, ... :si~ map ··-·· ·· 458 12/07--_:.!:ee 11?ap .. _ . 459. 12/!3.-·. ·see-_'map .. 46(1 4t.1 4&2 12/13 -see aiap : 12113· see map 12114 see v.ao ':-S3 12/14 see n1a;r 464 12i2C: see r?ap 455 12/2{1 see maJ? 465 12/20 see reap 46E-1£'./21 see map 46:,· 12/2:. see ma~ 4 7(r 12/21 see map 47; .. , 12/22 see map 472 12/~2 see mai:, 472-1F:./2C: sec r::a~, 1.:74 l~ii:'.2 :ee fiap .t:75 476 477 47C 12/22 see map 12122· see map 12/22 see liicp .i.2/14 see ma;i Rer_@rks Legend: /_. Elevatiori or Depth (feetl 265 242 269 234 232 229 231 233 235 -- 236 234 238 236 2-'!0 252 248 266 276 276 236 240 236 242 244 24E- 227 227 22'3 271 26e. 259 E69 . 2fH 2~8 274 26(1 TABLt 2 Field Density Test Results Curve Kc,. &-Maximum Dry Der,sity (pcf) c-.., 5 5 5 5 5 5 5 5 5 r . ., . .5. ·L" ,J 5 ::,_ 5 5 ,::-.., C .J· 5 5 13 13 115 115 iU:" J.1.t.1 115 115 115 115 115 115 115 ·- 115 115 115 115 .. , 115 115 -115 115 115· 115 115 115 --.::: .. .1--· 115 115 115 115 115 111 1 l 1 ::.u 111 l 15 ... 4,Ll !ll ,1c --.. .1.J 115 .. Fill Noisture · font·er,t {percent) 13.3 15. 7 17. 0 14.1 15.0; 13.6 12.9 13.5 14.4 12.8 r -1s.c 14; ?·:·-_ Fill · Dry ~r:sity- (pcfl - 1'07 .104 1{)5 105 Relative ·Compaction (percent) 93 91 92 92 90 107 % 109 .95 108 94 1(15 92 110. % 105 ' 104- ·:.- 13;6 .. _ '-108- 92 91 -.:. ..94 - 1~-9·,· ' ."affJ7 14.3 /. "· 107--' · -12.4 .·-·. 106 -- 12. 7 .. __ . , io3 -____ ·-: . ,93 ._._ '94 )_ 94 .. so· 11;.o .. = .. · -·· · -ic,s=·~:~.. . ... 92 , 92 '13: 7 , .__:.,,f05~: 17. 9-.--.-. -::.:105 14.£· ·:,. 15. 9 1&.2 · 1~ -. .:, .. / 12. 8 12.6 12. 5 13.2 17.9 14.4 18.S 20.5 17.b ~-1 c:.:,., 14.6 21.4 B.6 16. 7 107· 105 105 104 107 104 1(1(1 96 10;. 96 106 1(15 104 104 104 91 54 92 92 92 91 94 137 91 5(, 51' 89 ES Remarks {see leQenol (90) i90) { 90 > i90) (9()) i%) (%) (9(,) (90) (90) ('30) (9(1) {90) <SOi . (9(!) (90i (90) (9(1) (9(l) {9(1) i90) (9(;j ('.M (9(1) (90i \S(u 469 (3(:) (9()) {9(1) (S(i) ,Sj1 {3(.•j (9C;,· NU NLI NU NU NiJ NU N~I Ni..i NU N~ N;_j NU Nu NU NU N'J NU NU SC SC SC kU ~·-· ,,_, c.-___ (;;;ti= Rst:1.::ree: Percer,t Compactlon. R-#. = Reissred c,r, Test 41#, s~·=Sar,ti ;:;,:,ne. NU=Nuclear. I•C=~1nve ,_.y;., _."!..':~.=-· ' ,, ,, P·rc,JEct Name: AIRPORT BJSINES5 CENiER! Uf~IT ~ '- TP.EL~ .:: PaQe !f 13 I -Field Density Test 'Results ,. fievaticm Curve Ne,, Fill Fili Test Test Test C<l' t ·tr\ar.i!i:U!fi 1-foist.ure Dry Relative . Number ·Date Locaficiri Depth Dry Density . Cor,tE1rt Density fomoadior, Remarks · 19B9 (feetl .. (pcf) (percer,tl (pcf) (peracnt} (see leger,d} ---------- 480 12/14 -see map 240 s 115 14.7 104 · 91 (90) Nu 4Bl 12/15 Locat.iciri !!r;avai lable 2f2 r: 115 1:i;7 105 92 (90) SC .! 4.~--:, 12/i5 see i;;ap C:50 C' p::, 16.2 103 so (90) NU .01.. .., 483· 12/15 see map 23(> r ,.,.:-16.2 1(1-4 · · 91 (9()) SG -.! J;J.i.J 464 12/15 see 11!2p 282 r: 115 15,0 104 91 (90) NU .., -485 12/2/j see map 263 4 116 t7.5 105 91 (90) SC 485 12/2& !:.ee map 284 .f 114 18.3 104 92 (9(>) Nu 487 · 12/E:5 see map 27(! 13 111 19.1 10.2 92 (90} NU 488 12/26 see map 273 4 116 19.5 105· 91 (90} NU 489 · 12/27 see .. map 278 ... _. '6 H4 .18.3 103 ' 91 . · .. (90) SC ,, ': ···,: -490 12/27 290 :6 114 17.6 103 91 · .. (90) t{tJ see ~ap .. 491 12/27 see'maµ 234 "f3 111' 1~. i 1(:2 ·93 . (90) NU 492 12/27 see· 254 ·-.: . 6 114· 14.7 1(>5 92 :{90) · SC map-·. .. . . 493 '12/"7 _.see tnap ')' 255·_ . f, 114'! 13.6 · 1(13' ,.'.31 . : {9(l} NU ..-' C . 494 l~/27 ·see·_m~p .. 258 {;· ·. ~1-4-15.3 · 10~ '92 (9(!) NU - 495 12£28.-•. 295, . ,:.~fr-114 '• 1s.'o ·, 104 ·92 (50} SC --SEE 1112µ 456 ;2/26 see reap . · 2BB .. .. 13 ·11L, .. p_.'1., -102-· · ,. 92 '(~0) NU ... -: . ·' 'i'11·. 497 12/28 SEE map 285 13 ;16..-5.' .105 · q::-.{90i NU ·, _.., 496 .-12/26 · see map_ 298 13 . lli 17: 4 · io2 :92·. · . (90) NU -499 12/2B ~e: .:rriip 29'3 6 11,li 17.'-9 103 .. 9(1 .. (90) /\"J -· 500 . 12/f:9' .seE map 297 6 114 15.3 104 -· 91 (90} SC 50! 12/29 see map 260 6 114 <t:: -103 91 ·(90) NU ~.!. I 502 12/29 see rr:c.p 262 13 111 JB. ':I _102 93 (90i SC 5~)~ 12/25 SE~ mcD 264 6. 114 15. 6 ~04 9! {90) NU 504 1212g see 1,1ap 263 6 114 15. 6 1{14 Cj', (9(1) NU .c. ·5~ 12/29 see niao 264 6 114 15. l 103 91 i90J NL! 1990 - ·5(16 01/0:, se: map 2e·; i3 111 18.~: !03 g~ !9(1J SC C',1":' (il/03 seE 1::2!) 265 13 !11 !B. 7· 102 92 (90) NU -.".'' 5(13 (J1f(i3 see f:i2::• 268 13 111 19.1 .1c,2· 93 (90) NiJ 5!)3 01/03 see fftC!i 266 13 11! 17.6 l02 92 (90) NU 51(, 01/(13 see m.:,p 267 13 111 18. 9 101 92 (90) NU C • ~ 01/(ii; SEE r::2::, 299 13 ...... ~ ·1· l .. l 17.2 102 93 (90} N!! 5!,2 (!j/(;4 see map 3(1(1 5 11~ ., ,. r~ 20:, '32 (9(1) S[ !b, :i 513 OU(>4 see rna~ 301 13 1:1 17.9 101 92 (9(1} qr ~L ~,11: (11/04 see map 293 13 111 18.5 103 93 (90) N:J c,r: (11/(ll, !:ee me.~ 302 13 11-1 18.3 1{13 q~ (90) N'.! -..::....J _,) C• -,_I;,~ 01/-Gt. S:'2 r!1~P ~01 F 1·· 19.0 100 91 ('.:/(!j td .., -!~ c·-~ 01/0~, se: i:at: ~IJ-4 C , ,c :7.B 1(14 t., . (90) t-:J 1,.,:.! .__, .I .... '-, J; 5:8 (l1/(J: SEE r.:~p 3(!0 5 115 18",2 103 9(• (9C>i SC Rf.marks Leg,.nQ.L (i;;:i = Keouirr:; Percer,: Cc·:,~pact i c,r1, R-#* = Retested or, Test ;#. SC=S-ano Ce<r,e, N':J=Nur:iear, I'C=Drive r-,.; Llj l• • DT=Ot~er 1 t l )· ,, Pr-o,:;ett Name: AIRPORT BUSINESS CEiaER~ U1':IT 2 ·-Test T!:St Number Date . 1990 51'3 520 52: 522 523, 524 525 526 01/05 01/05 01/(15 01/(15 01/05 01/08 01/08 01/0B 527 01/-08 528 -01/{'8 ; .Test Lc,catic<ti. s.ee-map ·see map SEE ma·µ see ma;i see map see map see map see map see 1;1ap see ~ap 523 01/08 see m~p : 530 · (11/09 see map ... , 531 . ·01109 . see::map . -. -,,. 532/:.0i/09 ;-:see;"!i~P. -.... , ." .,-533 :_. 01/09-·.see·':inap _, . -.. '· :, ·; :.: . --:· . .::' . . . : ...•.. · ~34 -01/(19: . ~ee-' map .. , 535 . · 01/09 see 11ao ~535 _ oi~Cl'3 i:ee_, ~~~ : ·. : .:,~37 _ _. Oi/09. -SEE map 538 01/09 ··see map • · ':~3·3°-~01110 see map 540 -· 01/10 see map::-* 541 01/10 see ~ap 542 01/10 see maµ 543 01/10 see map 544 01/10 see ~ap 545 01/10 see map 546 01/11 see ~;ap 547 01/11 see riao 548 01/11 see map 549 01/11 see map ~50 01/11 see Mao 551 Ol/11 see map 552 01/11 see r,a;:i 553 01/11 see map -554 ~55 556 557 01/11 01/12 -(11/12 01/12 see 111ap see 1:1ao see map see map 55B 01/12 see rnap Remarks Legend: Elevation OJ" Depih ifeeti 303 3(14 305 3(lE, 303 301 302 '300 307 303 302 -304. 303 308 --309 307 309 308 304 305 311 310 305 309 313 305 307 308 307 248 240 309 257 f:54 256 313 314 308 ?1C' ..J.J. ... , 305 TABLE 2 Field Density Test Result~ Curve Nci. & Maximum Dr:Y Der1sity (ocfl Fill filoisture Conter,t {percer,t} Fill Dry DerJSity (pc·fJ Relative Compaction {percer,t} Remarks (see leger1dJ 5 13 13 13 6 6 b 6 5 5 5 ": r • ... .J 5 5 5 .-s.· .. -r .·,.1 r J / 5 r ~· 5 5 •t J 6 5 r ~· 6 5 5 13 13 13 5 4 4 4 13 115 16.6 111. 1S.5 111 20. 0 11} 18. 9 114 17.9 114 16. 7 114 17.5 .114 16. 7 115 16.0 115 15.4 ~ 106 :_ 102 102 10E 104 103 103 1(13 1(14 -108 · 92 (90) 92 i90] 52 (90i 92. (90) 92 (90} 91 (9(1) 90 (90} 90 (90} 90 .{90} ·95 (90) \ •I., ._ ... ,., ... "• 115 -16. 5 :·,." ·. .105 -.-: 92 (9(l) 115 . -''.'· .15.B ::-'_·:~_:--,_,. · 105 '· .,.·· ·.. 9i --'·(9(1} _ 115.: · 15 9-·: · .Z;::. ·101/1-~ _.-,: ··" 91 .: (90)· ::~ / :{~ '(\'~:);f ?f :; : ;. :;; . ' .. 115 15 8 -. · .-. 1(15 ::·: S· ... :·. -.... q:-, .. ' '(90} ', - . !._ .·.·~·-, .. · .· ... :·-··:_-:.! ... ....;:·-~-.:..,..:. . • \ 115 16;9 _ .. -.. -;._ .. · 104 ',-,.~'-; :; ? ,:_., ·131.· :" ' -· (90) , -. 11;··: · -: :_1_a;o~}f~\:f)9-~/1:~~{~}.:-:~--> :~-csci>··-: .. llJ .· -.· 16.7·,;--c-,. ... :··.104 ,.._, ;._,~.,.,.,,91.-.-·-:-(90} --:::";;.: .· ::'.::-'t:t/i/{f :'t ;;, ::: ... ' 115 13 .. 1 • _;, I 103 _.,; I ~ : .J • 90 .• (9(J) 11f i4.o 103 ·. 90 <90> 114 13, l · 103 91 (~Oi 115 13.1 1q3 90 (9(1) 115· 115 115 115 114 115 115 111 : 111 111 115 116 1.16 116 1!1 12.1 13.5 i4.2 1$. 7 16. 7 17.8 15.1 16.7 16.1 17, 7 14.2 16.3 17.3 16.1 17.9 .104 103 105 104 1(13 106 108 103 102 1(>2 106 106 105 107 102 91 9(1 91 91 91 94 93 92 92 92 92 91 92 92 (90) (90} (90) (90) (90) (90) (90} (90) (9(1) (90) (90) (90) (90) (90) (90) NU Nii. NU SC SC NU NU NU SC sc- sc NU N'i.J NU NU NU NU NU SC · NU NU NU NU NU £t SC SC NlJ. SC SC NU NU Nd NU SC SC NU NU (iliD = Required Percent Gomoaction, R-;ili = REtested or, Test ##, SC=SaM Cor,e, Ni.J=Nuclea:r, DC=Dr-ive Cvl., OT=Other L 1 ' ., j• Pr'bJe~t Name: AIRPORT BUSINESS CENTER1 UNIT 2. TABLE 2 Page il 15 -Field Density Test Results .. : Elevati@ Gurve Ne, •. -, .fill Fill Test Test lest or & l!'iaxi11wa. Moisture Dry' Relative Number Date Location Depth Dr.y ·DersSity Conter1t -Density_ COR1pac~ior1· Remarks .1990 (feet) tpcf) (percer1t} .(pcfl (percent) (see leger1dl --559 .0.1/12 see map 258 13 111 15.7 102 92 '(90) r 56(1 .-01112 see map 256 13 11f' 16.1 · . 102. 92 (90) 561 01/12 see map 259 13 1H 15.1 101 92 (90} 552 . 01/12 see 111ap 309 6 114 17.2 1(14 91 (90) 553 01/12 see map 311 6' 114 16.0 104 92 (9(J) 554 01/12 see map. 310 5· 114 17.8 104 92 (90) 565 01/22 see in~p -, 262 · 13 . 111 18.5 100 · 91 (90) 556 01/22 see map _ 256 13 111 17~6 101 91 (90l 567 · 01/22 see iaap . 259 · ,· .13 · · 111 -. -16. ~ :'. · · . 10t ... ·· 92 (90} 568 _·Q11Z2-.: see11ap· .· ... 259 .,· .si3· ·HF·: .. ·,11.1:.~ · .102,·: 92,. (90} . --~ . ·.. . . . ~.,-. ·t :.-:.-/:/·.:_,{) .<:-:-.. '.:./S::\ _: { ;/~-: :.: --. -·-. 569 01/cJ SEE MAP . : 261 .-. ,-3 __ .... ,.,,..113 . ,, .... 17. 1. 'H ... ·.10 .. ,,. · .·.. 91 ·. · (90) . -···.-:.:. .. ~ ·. :· -: .. ·. . ·.· .. ·-. . ..,,':~; •. ·.: ,..--~·/;.,".·,1··,· .;,·~:.:·\:--~.·-::··. ··"::.:;·., .. ·· .• ·. . ·. '570 ._01fc~ S~.MAP. -:.:,"·. · · .. .-::: .. 2~.,·/·:·,. .. ~_-;_..,·r:,,114.t;·,.,: .. :ia.zr,~~::;--. -·103 -.:,. ,:, .. 91-.::·: . (90) .· ·•· . !· ·. ;~3.z:~:r:;/t{s{i;C;t·. ;,.tr¥,f;}~it'iAMlt~f i1f~!tt1;:~1f ·;:;!r.:::;/\ ·· .·. : '57.l 11-;.011.23. -! SEE ·.fll.'lP -'·~··;,~~.-!'..t~'"."r·, -.. , ... .-~67 .. .-\~··•:4~ .,;.;:,~·.,,uv.-\,·-;., .. ,,17. s ,,;-;,;_-,._, ,_ ... :103.1.,.,.·;,." 9.).~.-_. •... <SOJ. -. . . · .. 579 :·:-01/23 .· ::SEE~·MHP_ .. -· ,·. ·~·-:?,: :.--. ':: · ... 272;; ~.'·:-·:··:13 · :, dU-·:.: -. · :19. 3 ·: . .-, :. :'-:·-.100· ·_ ·.,.'. ·\ . 91 :-: · __ ,(90} · . -; ..:'.. . .. -_; .. -.. · .. -.. ,. ; .·.· . . . . :--· . : . . . . .. . . . . . . . . •. . . . .. -. : .. -. . .. . . . ..... . . ::· _.._ . . . -. · 58(1': ·,· 01/23 ;:: ;sEEWiAP.: ;: ' . · . .\'_, . ·. · -~· · 273 . .>:-".ls : .. ~ff ·_ .. ·, ·19; 5 · · , .. '.' 100-. : · ' , ·91 . (90) 5B1 _. ,.01/23 .. ·sa:·:~~µ/·:.:: .. _.: :· · .. .-: . . .275 .-~·: · · "i;s ·.i.'i. . .. 15. { .:·:.-.. : 103 '1 ·-; 93 (90) :582 01/23 . SEE MAP·.:·.~ . · 277 -.. 13 . · · ·i~1·:·.: 17.:9. · :· 102·.. · 92 (90} 583 ~-.o_1,123 · SEE ,MiW· 279 6 · ·114 ·· 17.5 104' .· 92 <90l 584 01/23 SEE r,-AP. 281 6 ·Ht,. 15.6 194 92 (90) 585 (ll/24 S!:E -,,:m, 280 "1~-111 17.B ·. 103 93 (90} 585 (11/24 SEE /!JP.P 262.: 6 i14 14.2 !04 91 ·{90) 587 .(11/24 SEE MAP 283 111 15. 7 102 93 <SO) 588 01/24 SEE Jr'JRP 265 13 111 16.4 101 92 i9(1) 5E'3 01/24-SEE MAP 286 13 111 17.5 102 92 (90i 590 01/24 SEE MAP 284 13 1' •. al 16.1 102 .. 92, i9(1) 591 01/24 S££.f:lAP 266 13 111 16 • .7 101 91 (90} 592 01/24 SEE 'MAR 284 ,-,,, 1~ r 102 92 (9(>} .:,.!, J.:. J. • I• .J 593 C:1/24 SEE MAP 288 13· 111 18.-5 102 92 (9()) 594 (11/25 SEE MAP 2B5 13 l11 1a.:s 1(lj 92 (9(l) -595 01/25 SEE·M~P 289 4 116 .15. 6 107 93 (90) 5% 01/25 SEE MAP 288 4 116 t7.4 104 '30 i90) 597 01/25 SEE MAP 27£ ~ 11j 18. 4 102 S! {9(1) J.J~· 598 01/25 SS: r,'.AP 278 5 . ~ ::-,:,.i_l ~7. 7 105 '32 (·3;:,J RElli.ark~ L~gend 1- NU NU NU NU NU SC N":J NU NU SC Ntl NU Nil NU NU· SC Sf l\U Nil. SC ,.-. . , .. : s:: NU .,_ '. ,_ I ' ,_ c- .,_ ff!~} = Reqc,nreq Pernmt Compact i on, R-;;; = Rete:tec; e=ri Tes~ f':i: < SC'=Sarn:l !:)::,ne, N!J=Nuc1e2y! DC=Drive CyL ~ C1 T =..:•t ""·~ :" - - - J '\... ,, J ' ProJect Nar.e: AIRPORT BUSINESS CENTER, UNF 2 Test Test Nurnber Date ·, 1990 599 600 601 602 603 01/25 01/25 (11/25 01/25 01/25 604 01/26 605 01/26 Test Location SEE MAP SEE MAP SEE !f,AJ:i SEE MAP SEE MAP SEE MAP SEE"MAP 606 01/26 SEE MAP 607 .01/26 SEE.MAP. 60B --01/26 ·:SEE ~AP 609 :01/26 ·. SEE MAP 610 01/26' SEE MAP 611 01/26· ··:·SEE MAP 612 (>1/26-·,·sEE MAP , 613 01/26 ijEE MAP·. 614 (J!./29 .<SEE MAP 615 ·01129 \sEE··~mi: 616 01/29 SEE .. _MAP 617 ·01/29 ·SEE MAP · 618 01 /29. . 'SEE MP.P 619 01/29 SEE MAP 620 01/29 SEE-.MAP 621 01/30 SEE KAP 622 (11/30 SEE MAP 623 01/3(! SEE MAP 624 625 ~':-7 '-''-• 628 629 630 631 634 E3:,; 635 £37 s~a 01/30 01/30 01i30 01/30 02/01 02/0l 02/01 {)2/01 02i01 02/(11 02/0i (12/01 02/01 02i03 (:2/03 Remarks legend: SEE MAP SEE !fsAP SEE MAP ·SEE MAP SEE ,r:;:;p SEE l".AP SEE MAP SE MP.P SEE MP.P SEE MAP SEE MAP SEE MAP SEE t-:/.iP SEE MAP Elevation or I Depth• (feet) 2B0 280 27':i 281 311 2B3 ,284 284 313 312 312 310 31! 313 312 3-! l 311 295 294 297 295 292 293 2% 255' 257 2E5 TAKE 2_ Field Density Test Res~lts .. Curve·No •. ·. .F{ll Fill t fi'~ximum -.. ' , ···Moisture Dry Dry Density:· t-COnterlt. Density 6 6 6 ·.6 6 3 .·3 3 " .J :: ..! 5 5 5 5 5 13 13 13 13 3 3 3 3 (pcf,) ;. :(percer1t} (pcfl 114-is~·s 114 .·. ·18~-o· 1i4 .. 17.3- ilii 19. 7 114 17.1 115 115 115 1~5 115 115 111. 111 111 H1 !!3 1t":· .. .., 113 1i3 113 !!5 '· i5.5 16._3. 17.(1. 15.3 16.3 18.5 18.2 18.4 16.5 17.6 18.(1 17. 0 18.1 17. 9 14.(l 14."5 104 105 ·105 104 104 j(l6 104 105 103 !(I/; 104 1(!2 102 101 !02 102 Page ii 16 Reiative Con,pacticm (percept) 91 92 92 92 92 83 91 93 92 ·92 91 ·S4 91 .-92 93 9Q 91 91 C/! ...... 91 93 '31 92 9(> q,:, -'- 9,·, V ':!i.1 '31 92 92 92 '32 Remarks (see ieger.dl ('30) (90) (90) (90i (90} (90) (9(1) 606 (9(1) (90) (9(1) (90) (90_) (90) (90) (90) (90} (90) (90} (90} (90) (90} !90) (90i (90} {'30j (90) (50i (9()) (9(li (90) <SOJ (30) (90} (9(1} (90) (~(l) !rl(, \ \ ':},..,, SC NU N1J Nll NU SC NU , N'J. NU· ss N!J · NU ' NU .SC ·SC NJ NU SC s: •• I ,,_. !~U i##) = Recni:ired Per-cent Cor:1ucc-tion~ S-=i? = Re-tested or. "=es"t ifc S~=Sono Ccme., NU=,Juc-lear! DC=-[1!'1Vr Cyl. 1 C:7=!:,t'1er ... ··\. .. ·.x~ . ,: ... · ·-:,-.: :·: .. ' 1 L' i) :\ J "-Pt'OJECt Name: AIRPORT BUSINESS CENTER, UNIT 2 TABLE 2 -Field Density __ Test Results Test Test Nilmber Date 199(1 Test Locatiorr · Elevatior, or ··· . Depth , ... !feet) Curve No. l,. Maxi111u1r. Dry DerJSity (pcf) Fill t:loisture Cor1ter1t (percer1t} Fill Dry Uensity (pcfl .. ~ .. , 639 -02/05 SEE !':AP 640 02/(15 SEE MAP 641 02/05 SEE MAP 64.2 02/05 SEE MAP &43 02/05 SEE YiAP 644 645 646 647 64B 02/05 SEE MAP 02/0E, SEE KAP 02/06 SEE MAP 02/06 SEE MAP 02/06 .· SEE /IJAP · ,:. 267 267 268 289 269 290 -268 271 .292 272 3 3 5 5 5 5 :3 3 3 .. , 3 649 ,02/(15 .· SEE ·KAP.. ..-, :-.-~, ... 2i4 ·. 3 650. 02/(>6 S~ MAP. _:'. _ .. , ::_;_:·· _;-.,/ .278._ ,_ ,. 6 · 651 02/06 .. SEE r.AP ·· ·. ··:·; .. 272 :: :. · 6 652· · · ·02/(>5 · ·._-SEE MAP·: ':.-:·:' · ·.-.':".:. ·. : .... 294 · ." · · 6: · .~53_.:·,02/06: .SEE 1-lAP .. :: ::·;·. ··.... .._. •. ,. __ 274 ·· ... 3 . . . .. .:_ A.fi54· .. '02106 :::~EE _MAP_·., ...... \ .·. · ·272 3 ·. · ... · W .655 ·., 02/07 · .SEE MAP.,·, '· -_.,. .. .277',. ·._4 .. .·< ·,... .. 656 (~'2./(17 SfE.t-i.llP.·.::. ..264.-> 4.- ,. --657 . .-.'02/07 ·· SEE MAP· ... · · 266 3 .. '658 02/07 'SEE It.AP '· ·2ao _3 55g 660 651 02/07 SEE MAP 02.(07 ·SEE MAP 02/07 SEE NAP 662 (JE.i(17 SEE M::lil E-63 ' 02i07 SEE tAii - 654 02/07 655 02108 61:-t, 02i0f! 6&7 02/08 6EB 02/08 669 02iOS 67(1 02/08 f7i 02iOB t,72 (12/0B f7'3 02/GB 675 (12/08 02/()[! 0.2/(!9 SEE Ir.AP SEE YiAP 5;::i:-MAP SEE r!GP SEE MAP SE MAD SEE ft!.AP SEE ~;AP SEE i".;'.P SEE MAP SEE :-;AP SEE ~P.P f.77 02/09 SEE fHP Remarks L~er,d: ' 2B1 295 274 275 263 267 2f5 -:...;; ... ,. 286 272 f.fl7 2.S:· 3 -4 3 5 r ~· 5 5 5 113-16,5 113 ·.. 15.6 115 14, 5 11s ra. ci 115 14 •. 6 115. 113 113 1f3 i13·!_ 113. · 114·: .•. li4'": 114·, H3,· 18.2. 15.4 15.7 16.0 16.5 18,0:· 18' 9·· -..... · 18. l~ 18.0 19, 3 " 102 103 105 104 105 104 103 104 103 Wt 102 104 104· 106 102 · :. ., 113 / · 16. 5 .. :· .'102- 11&·:~ 17.0 107 116 17~ 5 .. 1(>7 113 18.3 103· n~ i9. 5 1u3 1 ,... 1::-~ ..... .:-•. . .. ..s~ J ~'ef~ 116 .. 17.1 , l 13 18. 9 ~ ! .:- ,•t:.· ;!..J 115 115 ,,:: .;.!_t 10 (.. .;.u. ~ 15.2 15.6 17. 7 Ji.ii •e • • .!...,. J 1~.2 1~-~ .:6.0 ir ~ ,o,_ l 7, 2. :7.:; ~ ~ :.-. -· 104 106 104 103 ·103 104 ,OS 103 w: !01 104 105 104 :(!:, !06 Page # 17 Relative Cornp?~t for, .(percent} 91 91 92 91 91 91 92 92 91 93 90 92 · 92 S4 · 91 91 93 93 91 g2 92 92 S-1 '31 92 91 32 ·31 S2 (90) (90) (90) (90) (90) (90.1 (9(1) (90) (90) (90) (90) • {9(1) '(90} {9(!) (90) {90) (90) (90i (90) (90) (90) (9(1) {9(1) ('3:)) (90) (9(1.l tst,; (9(!} (90} (90) (SO; (':(I) Remat'ks (SEE le~er,d) NU 1.11 :, ... NU 5C t{i Nu NU Ml NU SC MJ ... : ., .... \/_· SC f·= "'•...! c,- ... ,..; {##i = R:i~u:irec: Perren!. Cor11:)2C\;. ,:,r:, R-# == :it:t~st.rc rJ~. ':e!:: ~i=. SC=Sar:d ~c-re~ NU=Nuc 1 ea1e"~ r1C=~~, .. i -.1e C'v.:.... '.:T==~ ... --::· - - - ):.. I t 1-"!· ,,., . Prc,Ject Name~ AIRPORT BUSINESS CEtnER, UfHT 2 Jest Test Number Date 199(1 679 02/09 680 · 02i09 681 02/0'3 682 (12/09 683 -02/12 ,_ Test Location SEE MAP SEE MAP SEE iliAP SEE MAP SEE MAP 684 685 686 687 688 02/ i2 SEE fl"iAP 02/12 SEE MAP 02/12 SEE rr,::ip 02/12 ··SEE MAP 02/ 13 · SEE ,t,!A P 689 02/ 13 ·.SEE· MAP ' 690 02/13 : SEE ~AP 691 ·."02/13 --s~-MAP ·692 02/13 ·SEE-~Ap··: 693 02/13 · ··sEE MAP 694 02/.13 SEE MAP ·: = 695 ·-02/14 S!:f, l!iP.P 6% 02/14 SEE-MAP · , · 697 .02/14 SEE· MP.P·; -,; ; · 698 02/14 · 'SEE. MAP 699 02/ 14 SEE /!:AP. 700 02/14 5;:;: !='JJP 701 02i14 SEE ~!P.P 702 0~/!'5 SEi: MAP 704 02/15 S~ MAP 70~ 02i15 SE£ MAP 707 02/15 SEE MAP. 708 02/15 SEE MAP 705 ti2/I5 SEt NA:J 710 02/21 SE£ r.AP 711 02/c'i SEE MAP 712 7,-.!~ SfE ~AP SEc MAP 714 (lfi21 s::-~ MA;. 715 01/21 SE£ MAP 716 (:2/21 5c;:-MAP 717 (:2/22 SEC ,~!~~ Beroarks Leger,d: TAB:..E 2 Fitld Density ·Test Result& Elevation Curve Ne,. Fill or Depth ~feet) 302 '"282 288 288 244 247 .. 252 241 243 254 ·& trlaximurr. ··rr,c,isture Dry Dc:,,s1_ty · Content r'·-(pcf) · (percerjtJ 5 5· r .,J 5, 5 5 5 5 .. 3 . 3, .~.: 115 115: -115 115: 115 .: 115 115 115 11~ 113· ... .. • ... ;• 14.3 15.B ,. C' .b • .: 16.2, 15.6 17.7' 15.::, 16.B 17. 9 16. 7_, • Fill Dry Der,sit'y (pcfl · 104 104 100 105 lOti j(l3 106 104 1()2 ··251 ·-.-:·~--.>!115r.,ti_:._:_._ 14r~·3·./:J·. 1(14 . 251 .• :, ,. :J 11.i·-,· ... 1.i.6· •': 105 . ?;:. · ;Jjl1C]~j[:·::!:: •.• :: :·i!.47 · · .... 6--, · ,··:1.14;,-;;~;-.17.(1: 104 -'305 '· 6, .;-: .114i~>:1 17.2·:. !04 : 248 .. :,/{'a. ;, 1i4,_-·/:' ·16. :r :-104 :· :25r . .-.: ~ 6·;·:,: .. · ·: -~1:1:t:;·:_.,: .. 1~~ i 256 6 · 1i4' ;-, . 16. 7 244 247 25(: 2,554 255 258 26(! 262 261 254 268 27(1 272 222 229 £ ,. · 114 .. ., 25. 7 · •, ' 6 · 114: '· 17.1 6 114 17.9 :, 7· 118 16.S ·7 11~. 5 115 5 !15 5 115 3 113 3 113 .3. 113 3 .113 3 3 3 3 5 C ,J· 5 113 113 113 113 115 115 15.1 16. 7 17.6 lfa.2 -17. ! 15.8 lB.9 19.5 18.7 19.~ i6.3 17. 9 16. 7 -103 104 !OS 1(15 102 103 102 j,)2 j(i3 l03 f ,,-: ,.-.'! Relative Compactic,r, ipErceritl 91 87 92 91 90 '32 91 91 91 91 91 91 92 90 91 91 91 92 91 . 91 93 S2 92 91 91 91 91 91 91 g: 91 92 r,--. :'C Rern2rk!: (see ieger,ct) (90i .. 190) (90) 682 (90) (SO} (9(1) i90} (90i (90) (9(>} (9()) (90} (90i f90} (90) (90} (90) (90) '(9(1) (9(1} (90) (9(1} (9(1; (9(>} (90) (9(1) (9~1) (9(1j (%) (90i (9(1} (90) (9(1) (%) 7E (90) ('3(>) i90) (9(1) (9:)) (9(1) NU NU NJ NU SC NLJ NIJ SC' NU NU SC NU f\'jj ·sc t{J NU NU NU , SC: kJ I\~: NU NL! !,U SC SC NU NU NU SC SC ••• > I\U (fi~j = Reouireci Per-~er1t Cc1rJ1tt2ct.ic1n1 R-!:~ = Rete-st·eo or: Test i#, SC=Sa?,d Cc-t;. ~,;:.:=Nuclear. DC.=Dr1ve CyL-; DT=Otri~~~ - - - •~ l l. •• :J -Precjed Name: AIRPORT BUSlt~ESS CENTER1 UNIT 2 1AK.~ 2 Test ·Test Number Date 1990 Test locaticm -! Field Pensity Test Results _Elevaticcr1 Curve Ne,. c,r · · ·'. & Haili mu11i . -Depth . · Dry DerJSity ·· .. (feet) -· !p~fl . Fill Kc,isture Coriter1t -{percer1tl Fill .. Dry DerJSity (pcfl Page# 19 Relative Compac-t1ori ipercer,t) Rerjarks (see legend) ---~ ---- 71'3 02/22 72() . 02/22 SEE MAP SEE MAP SEE >1AP SEE MAP SEE MAP 721 (12/22 722 02/22. 723 02/23 724 725 726 727 728· 729 730 731 732 733· 021?3 SEE MAP 02/23 SEE.MAP (12/23 •SEE MAP 02/23 SEE_~AP 02/23 SEE ..NAP 02/23 02./24 (12/24 02/24 02/24 SEE fr.AP . SEE MAP SEE MAP SEE MAP SEE MHP 02/26 . SEE MAP· . . . . 02/26 SEE l'!AP -.. 02/26 SEE MAP 3(15 223 224 228 228 6 6 6 13 6 257 6 • 257 4 259 4 :. 260 .. 4 . 261 :_.._ ·4-- .. . ,.._ ... ;--· · 114 · 114 114 111 114 114 ·116 · 116, 116 116.· i8.4.: 16.2-' 16.4 17.6 17. 4 18.5· 19.S 17.5 · 16;3 16.5 :._ 103 i03 · 103 102 103 103 107 107 106 105 ... 262 .. i-/'!°4. .116_'. 17. 7' > 107. 279 ... -.::--: ,;· 1~6 . 16 .. i'. ·.. 105 ' .::. .. -.:. .~ .· . ' ,· .. :,:-275-·: 5'i' 4 -''116' ,.-.-.J6,!f': ·. 106 i'" ::_ --. 31s _;·_~i-:-L4 ·:116 ·.=:, 1s, 1 ::·:-,-1os .-i ·.>,--:.·-·26f!°--·.,ri;/3 ,11i:~-___ :·1a~'ft·>-· ·· 102·" .. · .. ·:: ·-· : •.• ' ' •• 1-. . • ·:,: .~ ..... • ••••• :~:.: -· • • .• -·-· 264'-';.,;:,~---._ ~-----i1s· --·,111 -·-104. 734 735- . 736 T37 738 02/26 . SEE MAP 02/26 SEE MAP· ; ,':i}~}~' ~):1t;: '' :~t ·· .. :~ ... . :. : 262 _:·:-;::•,·:6 , · ·t14·· --. . 18.-0 ·--. , J03 ·.'' _:-· ··?·-> 2~4:·i-{J~--\1/:_· ·11.it i: .· · .105 '·' 739 740 741 742 74:: 744 745 740 7i.i9 750 751 752 753 02/26 02/26 02/26 02126 02/26 02/27 02/27 02/27 02/27 02/27 02/27 02/27 02/27 \J2./27 02/27 SEE MAP SEE MAP SEE MAP SEE MAP SEE MAP SEE MAP SEE NAP SEE i,:;:iµ SEE MAP SEE MAP SEE MAP SEE MAP SEE MAP SEE MAP SEE MP.P 754 (12/27 SEE MAP 755 02/27 SEE MAP 756 02/23 SEE r.AP 757 02/28 SEE If.AP Remarks Leoend: .. ·~ 266 '·. ·: :·-· 4. 268·" -. 6 270 4· 272 · 6 268 4 210· 268 272 274 272 276 278 280 282 284 28& 274 276 278 2&1 6 6 4 4 -4 4 5 r ..! 4 4 4 4 3 1)6 '_ - -·~114 .·- !Hi 114 -116 Jl-4 . 114 · 116 116 .116 116 115 115 114 111 116 116 116 11E, -18;0i_: 18:1 ,· . ,. 18.1 _- 17.3 18.8 · 18. 7 19.5 17. (l 16. 0 15.1 16.0 15.5 16.2 17.2 18.4 17.0 16.g 17.3 15. 9 1i.2 : 105 -104 106 103 105 105 103 107 109 106 105. 104 103 103 104 107 108 105 105 103 91 :9(1 91 92 91 91 92 93 92 91 93 ,.-91 "91 91 91 '31 91 92 91 93 91 92 92 91 9'2 91 94 91 91 90 ':'1 91 92 93 91 i9(l) (90) (90} (90) (90} (90) (90) ('3(l} (90) . (90) (90) (90) (90} ,. ', (9(1} ·(90) {90) (90) (90) (90} (90) (90i (90) (90} (90) (90) (90) (90) (9~1) (90) (90) (9(1) (90) (9(1) (':i)) {90) (90i (9(1) (9(1) (9(li NU NU NU SC NU NU SC NU NU NU SC · NU' SC· st SC ~u NU NU · NLI ··Nu:· SC NU NU NU SC SC NU SC NU NU NU N" NU SC 6C NU (i'i=) = Reouired Perce-r,t Cc,rq:Jact.ic,r,, R-# = Retested c,r, Test ¥.#1 SC=Sarid Cor,!?. Nli=Nuc-le.;r. PC=I:n-:e CyL. QT=Ot~rer / . . t· .... / ,. . L I 1 ~ l ., !I• Project Name: AIRPORT BUSINESS CENTER1 mm 2 TAKE 2 ?aQe # 20 e. Field Den~ity Test Results Elevatior, Curve No. fill. Fill Test Test Test or fr Maxirnurn ·-Moisture Dry Relative NurGber Date Location Depth . .•Dry flensity -Cor,ter,t Density· . Compaction · Remar:ks 1990 . (reet} (pcfl (percer,tl. . <pcf} (percent) (see _leger,d} -----759 . 02/28 ·. S!:E M~P 284 5 115 ·16.6 105 92 (90} NU 760 02/2B . SEE MAP 287 5 115 17.B 104 91 (90} NU 761 02i2B SEE MAP 289 r 115 17.6 . ::a 105 92 (90) NU .J. 762 02/28 SEE l"iAP 290 5 115 14.3. 104 91 -{90) NU 763 02/'28 . SEE MAP 2'32 5 115 14. 9 104 91 (9(1} SC 764 02/2B SEE MAP 253 5 115 1'6.7 104 91 (90) SC 765 -03/01 SEE MAP ~cc 5 115 15. l '103 90 ·(90} N~ _s;.,JJ 766 03/01 SEE MAP 285 5 115 -17. 3 j(l4 91 (9(>) SC 767 03/01 SEE !'!AP 305 5 115 , .. 17. 7 105 91 '(90) NU 76B 03/02 SEE Mf!P 312 ·s 115 .. ·16.2 · 106 93 (90} NU : -::: 769. 03/03 · SEE PiAP · 295 '.· ·5 · 115 1B.,7 104 91 · . (90) SC 770 (13/03 SEE f"JlP 275. .. ,: 115 18:8 .... ·104 .91 . (9(1} . NU .. 771 .. 03/03. · ·SEE l'IAP 268 ,.·.: '5 . 115 11.B , : . )(14 . : ~ 91 (90} NU .. Ti2 ·03/05 SEE ~p. '289. 4. 116 ·17.5 : 105 '. 91 (90}. SC 773 '03/0:! ·. SEE l"iAP · 272 .... : 4 '• ,' 116. · 17,9 106 91 (90) NU -774 03/06 SEE MAP 255. 4. . ·116~, ... · 15.'7 . j(J5 91 . · (90) .. . "· NU · 775 03/06 · SEE MAP 259 ·. :.:4 116':. ; '16.2 · :'. · 105 91 . .(90) ~ •• ~ 4 . NiJ' :776 03/06 SEE MAP 248 ._i, 4 ··11p / 16.·7_·._. .. :--.! .106 -. -92 (90) SC 777 · 03/07 SEE /IIAP 243 . 4. ·116 ·14,2 ··105·-',·. 91 (90) · NU 778 03/07 SEE l"iAP · 25(1 .· ... r . .J 115··. · 15.9 104' 91 (9(1}· ,· NU 779 03i07 SEE MAP 248 -r 115 J4.2 105 92 (90) NU ,,J 780 03/(17 SEE MAP 251 5 115 13.B 105 92 190i --' SC 78! 03/07 SEE MAP 194 6 · 114 . 17.9 104 92 (90} N'J 782 03/07 .SEE MAP 196 6 114 17.5 1(15 92 (90) NU 783 03/07 SEE /riAP 198' 6 114 · 1B. 7 104 91 (90i ss 784, 03/08. SEE .NAP 200 6 114 18.3 105 9'2 (90) NU 7B~ 03/1)8 SEE MAP 202 6 114 17.B l(l~ 91 (90) N;' • !..: ~Jll~rks Legend: (ti#) = Required Percer,t Cc,mpactiot,, R-#. = Retested· on Test t#, SC=Sand Con;:, NU='~ue:lear, DC=Drive Cy!.1 OT=Other "'-fll } J.. l ,, II Prc,]ect Name: carisbac airpc,rt cerstre unit 2 TABLE 2 - Test Test Number Date 1?90 786 03/08 787 03/08 78fi 03/08 789 03/09 790 03/09 791 03/09 · 792 03/-09 793 03/09 ' 794 03/09 795 03/09 · 196 03/09 797 (f3/09 .:.793 .. 03/09 . ,. -799 03/09 · 800 03/12 . -. ,. •·:}· 03/1~ 03/13 -·~w3 I 03/13. ·: 804" _-.03/13 ·.BOS 03/14 "805 03/14 .. B07 03/14 · 808 03/14 609 03/15 B10 0::5/15 811 03/15 812 03/15 B13 (13/15 814 03/15 815 .03/16 816 03/16 817 (!~/lf, 818 03/16 819 03/16 820 03/lf, 821 03i16 '822 03/16 -B23 03/17 824 03/17 R~11arkS Legend1 Test' Lc-catior, see map see map see 111ap see map see map see map see map see map see riap see ~p . see 11ap see lilaP_ · : • . • . Field }>ensity-Test _Results . • 0 • .. • A : .. Elevatfor, · ;::Curve-No.·, ' . Fill · Fill .. . : or . ·. :·& flla~i1t1Ulli ·. . ; ~oisture ·Dry .. Depth .-_Dry Density_ ... :,Cc,ritent ;;Density (feetl ·· · .. ; ._ . ..(pcfl _:_._··-_'tperce~1tl -(pcfJ .· : . ' ·. .( ,._ 204 :,, ,4. · .116· ..... ~--15.6 106 .-·206 >,4 .. 116 ... 16.4 ioe 208 4 116 17.1 :·105 210 ·! 116 16.1 105 212 .-4-116 ,. 14.4 106 214 · 4 116 12.B 107 · ~16 4 116 · -16. 0 1"05 219 ·. ..3 113 .· 14,4 . 106 · ·. 221 :;: . .'3.:.,·. 113·.,···_ 13.8 107 '. Hi;.· · ... 16.L__ 101. .: :, ·. . . .. 105 109 . .. -.-::: see map : . . .. -;.-._<,.~-'1i{J~f(f'.:1_1:t\}·P•5 .. >\·· 104_ see tiap .· · ·· · ·.-,240 .,.,.·,~,;.!L", ... , lfo,,.,!:r. ... ,18.0 · -106 see map see rAap see rap see map see map · see map see map · see map see raap see map -see map see map see mao see 111ap see map see r.aap see raao see 111ap see mao see map see ~1ao see rnao . . . ·;·-.-;:\21t2_ \?!;~?:?. ":?i: \1;f >~· 2' i ·.... 106 . v: ?4~. _.·~::.--5., .. · ... llu-<::. ·. 18,0 . 106 . ,: -~./~3Q~·:Xitii~/-:S .11_~··.>-:.-; ·11.9 ._ .. i ·. -103 ·. ··.·22,(·.-, .. .-/;s"·. · ·--11s·: ... ·_·:16 3 . , · 104 ::, _ .. '228 ·.·:·;·,rs / ~-.' il·s:::\'="( \s: 5. . . 103 · .. :230 ·' ·.: .. :·.'5:.;, ·-i15 :·'. . 14.5 ··. 104 ., :~·-· ~;-~/,;:: ~:. !!~--: . ~;:~ .. · !~! 225 --· 6 114 15.7 103 221 . 4. 116 15.3 106 219-_ 4 116 16.9 107 231 ·.5 115 14. 7 104 ~17 '6 114 15.6 103 222 & 114 16.2 99 222 6 114 16. (I 103 227 5 115 14.2 107 22.B 5 115 · 14.1 105 ,.,,.,~ c.c.~ 6 114 14.8 103 223 6 114 15. 5 103 225 6 1.14 14.8 104 272 5 115 15.9 105 267 5 115 15. 7 1(14 _Page # 1 ' Relative Colllpact for, .. Remarks !percer,tl (see legend) 92 (90) Nll 93 (9(1} NU 91 (90) SC 91, (9(1) SC 92 (90} NU 93 (90} NU 91 (90} NU 95 (9(1} NU 95 (90} NU 95 (90). NU I • 94 (90} SC 95 (90} · NU . :·:,. 92 .· ·. .. (90} NU •:' 91 (9(1) SC · '. ·91 (90} SC ..... . . 91 (9(1} NU .93 (90) NU 92· (90) SC 93 (90) NU 90 (90) NU 91 (90) SC .90. (90) NU 91 {90) NU 90 i90) SC 91 (90i NU 91 (90) NU 92 (90) NU 93 (9(1} NU 91 (90) Nil 91 (90) SC 87 (90} R-817 NJ 90 (90) NU 94 (90} NU 92 (90) NU '31 (90) SC 91 (90) NU 91 ('30) Nll 92 (9(l) s-c 91 (90) er vu i##l = Required Percent. Cc,~1pactior., R-#.:: Retested cm Test #ll, SC=S,md Cone! NlJ=Nucl;;ar, DC=Dr1ve Cyl., DT=DH,er Pre<ject Name: carisoao airport cer,tr1; ur,n 2 Page # 2 Test · Nllllber Date 1990 ·825 03/17 826 03/19 - · 827 03/19 828 03/19 829 03/19 B30 03/19 831 03/19 B32 03/20 833 03/20 834 03/20 . : . Test Location·. · .. ... ' • .. see map .. . .. .. _. .. see map see 11\aP · see Map . see 111ap see map se~ map see map see riap see 111ap TABLE 2. Fitld Dtn1ity T11t R11ult1 . . · Elevation .Curve No. C•r-& lrlaximurn Depth. Dry Density (feet) (pcf) Fill ·· · Fill . .. . . . . .Moist~re : '.' .. Dry)~/ ,.flei~tive:; .. ·-~ - Content·; :.·.Density'·.,:~conip~ctio)'l:>.r.. Remarks . -·. · (percf!nt> . ;.'<pcf! . :· <pei:-cer,tl · . . (see legend) ,. ,•n, _·. _.·1.:' ':'·91 , .. 283 .5 1_15 16.0 -· ... _. · .. 104 : r, (90) .. -; · NU · 16. !i <· ·. ·. 104· ,, . ;. :(9(1). 240 : 5 115 .. -.;:·: 91 ... fl'U • ! 17. 6'···:·: .:-< ·:: 1~·-· · //: . 242 5 115 . 91 (90} NU 245, .5 1i5 15.4 .. '·10.1 . . . 90 (9(1) NU .. 247 C 115 15. 1 · · . .. '104_ ., 91 (90) NU ,.,, 250 5 115 17.9 106 92 (9(1) NU 253 5 115 · 17.5· . ' 105 92. (90) SC 255 5 115 15.2 104 91 (90) NU -257: 5 us 16.2 104 91 (90) SC . 228 3. 113 15.1 "102. 91 · (90) NU ··835 -03/20 see ~P ... : ·. ·. :_~-218 .. -:.....~s 1is .. · · 16.2·:_ . .-.': .. .104 < . .-,_.·· . 91 , · (90> .. · NU . · -836 !, 03/2.0_ -see_ ma1/>:·.,:'// ·t/:i·t<· 2i5 )\\.<·.-s" .· · '115. ..-; : .14. 9_·)::)·::-~;/101(;//;~ ).'.\~1.::/;(~QO}/.~ ;· · .. _ NtJ7'~- . 837 03/20 -see 111ap .... :·: ~ . ·;~' >:;, • 217 ._:.:, . c-. ·115 ·· · : 15.c--:'\ · ·,. :, ,10:f-<·'··(: '· ~;,90 -~ ·:·:-~(90) .··. ' · ·:,·NU .. 648 ··03/22 see map·,:.--:.':','.'('·.·. ::D>f:·.~(." :230:·,,;f;-·:-'{':· · 119·/ . 14 1 '\ ·, .. ;.,:·\i'fo.:· :, ·.; ;:-:.,.,·;.-:,~ fp'' ~~. (90) .. · -· NU· ·a4s .\s,22 ·see ~ap~i_/t:-!,t.·.::· .. ::·::·-<'.:224>L.\< ... -116°:-. 16:7 ·-··,\:· 1of.-:,{<,,: .. --.-~\'.~s?{)i~90{·.· ,~·-:-_,-~··: · -~'U .-. 850 03/22 .' 851 03/22 B"'? JJ.. "03/23 853 03/23 854 03_/23 855 03/23 856 03/23 857 03i26 858 03/2& 659 03/27 8£.(1 03/27 861 03/27 8"? b~ 03/27 653 03/27 -864 03/28 . . .. :· ·•-.(_:·~; : ::_ :. -~?/:' :. :.• /.. -· . -: ... :: ... . . ... ·· ·, see map· _. _: _: .. :: _· .. , ,_: _ .. /:· --~--·:225 ,:~_:· _/:. 4 i16: ·· 14. 3 ·. ' ·.-106 .. _., · .:-. · ·: ;'§2 -· ,.,,. ·(90J - see lililp . ··-.. -~-··.-227 ·-.-. -4 116 17.2 ·. · · .106. ·i:·.'. · ·92· .. ---(90): see ·mao .. ·. :_:. ·.·. /' '. ··. 228 .. 5. 115 . 14.5 .· 105 92. •. (9(1} :::::::-·· ·:·:-:::·:·,:> . ..: ... ; ·_._'-~-:: .·: ·.·. :· !!~ !::: ;~: .· . ,· !! ·. ·. -~:~!.·· see map see map !:ee ~1ap see map see aiap see map see raap see. l\laP .... see 111ap . see map -. ,; ··233 · ... 5 ·· .. 235 6 .' · 228 '. ·6 ·.228 6 · ·216 5 218. 220 5 5 ·, : · .... 221 5 .. ,, 235-:·,··.. 5 235 · .. · ~-5 115 11'1 114 114 115 115 115 115 115 115 17.3 15.6 16.4 16.6 17.2 1&.8 17.5 17.8 15.6 17.8 105 92. (9(1i 103 90 ·.· (90} 103 ·g(· (90} .. 1(13 91 ('30) . 104 91 (90}. 105 92 (90) 1(15 92 (90) 103 9o' (9(1) 106 93 (90) 104 91 (90) NU SC NU NU NU .SC NU NU SC NU NU N:J SC NU SC Remarks Leger1d: i#;l = Required Percent Coro.padicmj ·R--## = Rete·sted or, Test ##1 SC=Sar1d Cov,!?. NU=Nuclear, DC=Iirive Cy 1., (!T=[lt/ier ProJect Name: carlsbad airport centre unit -2 ..<.,_ II J ~ . , ·t.. •. .st Test Number Date· 1990 865'· 03/2B 866 03/29 867 03/29 B6B 03/29 869 03/30 870 03/30 · 871 03/30 872 03/30 873 03/30 874 03/30 Re11arks Legend: Test .Location • I see· map see map see map see 111ap see pap see map see 111ap see 111ap see map see RTap· ~ti)= Required Percent~Compaction, ., ' / I -- TABLE 2 Field Density Test Results Elevation Curve No. Fill _, _ -, 1,=or .-.--~&-:Maximum . Moisture · i ,'~ =:-Deoth · . jDr.y. l>ensi ty ·Conter,t . ,;'i. . . ., .. •. . . ... (peJ'.:Cer1t} · :: ffeet-> :·.· -. .": . . (pcf) '236: . ·-5.-.. _ 115 18.2. · -236''. . -5·-.· ·1,15 17.1. .235 ·, 5-:-_ : . 115 rn:·6 · 253 5 115 17.5 -~ 234 5-115 15.9 242 5 115 16.2 228 5 115 15.5 220· 6 114 17.2 230 -·3. 113 16.8 234 -5 115 17.4 .. ~ . ... :._ ;" ·:_;-: .-~-.· . : ~ : . :-" ,. ·, Page.# 3 Fill Dry Relative Density Compaction -Remarks (pcf) ( percer,t) · (see leger,d) 103: 90 (90} NU 1(17 93 (90} NU 106 93 (90} NU 104 91 (9(1) SC 104 91 (90) NU · 104 91 (90) NU 105 92 (90} NU 103 91 (90} NU 103 92 (90) NU 104 -91 (90} NU - / •• • .i •••• • _j. ·.. .-..: .-... ... ,. .-~·.:\\··:t~{/::".. .. _: .. ··, ·· . ,: :-;_./ /}l\1.z:,:.:.~:, .. ,:· .... · : ., . --.;,_:/?'.:.. . .. . . : ·.·· -i' . ..: , .... '. .. · :_. ·.· ... = •• ProJect Na!!ie: AIRPORT BUSINESS CENTRE, MP.S'S GRADINf ·-._. TP.BLE 2 Field Density Test Results Elevrtfor, Curve No. Fill Test Test ·,. Test c,r I, Kar.irauM Moisture Nur:.be~ Date Location Depth ·Dr~-Der,sity Cor,terit 1930 !feet} {ocf) .(percent) ------. ----------875 04/02 SEE MAP ,.,,-c~j 4 117 15. 2 87f: 04/02 SEE /!IA!:?. 22b i, 117 14. 2 Relllarks Legend: .. • • ,::: • .-1 . . '. -~- F·n l -· Dry Der,sity ipcfl 108 117 .. .. . =. ·. ~-: . . . -~ . · .. :··· .. {. 1.;·: ·.: 4· •••• ~ -•• • ;/'. •• • • • ' ·,. ,,. :". -: .. :·· Page ii Relative Compaction {percer,t) 10,) Rer,,;,rks (see ieger,d) (90) ('3(1) l#ii) = Required Percent Compactior11 R-#. = Retested or, Test ##, SC=S2nd Cone, NU=Nuclear1 DC=Drive Cyl. 1 OT=illher , - ,•, I \ CoNSTRUCTION TESTING & ENGINEERING,~ ESCONDIDO • MODESTO • CORONA • OXNARD • 2414 VINEY ARD. Ste G 3540 OAKDALE !9) Ste A2 490 E. PRINCELAND CT #7 1645 PACIFIC AVE #105 ESCONDIDO, CA 92029 MODESTO, CA Q5355 CORONA, CA 91719 OXNARD, CA 93033 (619) 746-4955 (209) 551-2271 (909) 371-1890 (805) 486-6475 FAX (619) 746-9806 FAX (209) 551-3593 FAX (909) 371-2168 FAX (805) 486-9016 PRELIMINARYi RENO • SEATTLE\ 32 GLEN CARRAN CR. 309 S. CLOVERD, SPARKS, NV 89431 SEATILE, WA 98\ (702) 331-0503 (206) 767-1820 \ FAX (702) 331-2667 FAX (206) 762-8751 \ GEOTECHNICAL EVALUATION AND RECOMMENDATIONS PROPOSED COMMERCIAL DEVELOPMENT LOT 43, AIRPORT BUSINESS CENTER, UNIT 2 CARLSBAD, CALIFORNIA 5eG FU.LL-(2..-e.,>o e.,""f ~f\~ UtJO~ ~LP c;J5:,03 PREPARED FOR: DAVID MACKICHAN EXHIBIT ART 1313 SIMPSON WAY, SUITE M ESCONDIDO, CA 92029 PREPARED BY: CONSTRUCTION TESTING & ENGINEERING, INC. 2414 VINEYARD AVENUE, SUITE G ESCONDIDO, CA 92029 CTE JOB NO. 101146 March 23, 1995 GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION \ •, ' TITLE 24 REPORT FOR: Exhibit Art Kellog Aver;tue Carlsbad, CA PROJECT DESIGNER: Architect_-Bruce w. Steingxaber 24212 Sargeant Rd. Ramona, CA 9-2 0 6 5 619)458-0474 REPORT PREPARED BY: Steve Balderrama Haynal & Co., Inc. 425 West Fifth Street Escondido, CA 92025 (619) 743-5408 Job Number: Date: 3/22/1995 The COMPLY 24 co~puter program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential Building Energy Efficiency Standards. This program developed by Gabel Dodd Associates (510) 428-0803. ,. Table Of Contents for. Title 24 Report Cover Page . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Tabie of Contents -.. -· . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Form ENV-1 Envelope Certificate of Compliance ....................... 3 Form PERF-1 Building Energy Performance Summary ..................... 5 Form ENV-2 Envelope Summary Form ENV-3 Construction Assemblies 6 9 Form LTG-1 Lighting Certificate of Compliance ....................... 13 Form LTG-2 Lighting Compliance Summary .............................. 15 Form MECH--1 Mechanicc;1.l Certificate of Compliance . . . . . . . . . . . . . . . . . . . . 16 Form MECH-2 Mechanical Summary ...•.................................. 19 Form MECH-3 Mechanical Equipment Summary ............................ 20 Form MECH-4 Mechanical Ventilation ................................... 21 HVAC Zone & Space Loads Summary ..................................... 22 CERTIFICATE OF COMPLIANCE (part 1 of 2). ENV-1 page 3 of 31 -------------------------------------------------------------------------Project Name: Exhibit Art Address: Kellog Avenue Carlsbad, CA Envelope Designer: Architect -Bruce W. s.teipgraber Documentation: Haynal & Co., Inc. GENERAL INFORMATION Date: 3/22/1995 Building Permit No Checked by/ Date COMPLY 24 User 2875 Date of Plans:,..,.,.------.---Building Conditioned Floor Area: 3531 sf Building Type: Nonresidential Climate Zone: 7 Phase of Construction: O New Construction O Addition O Alteration Method o.f Envelope Compliance: Performance -COMPLY 24 v 4 .11 STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply wit'h Title 24, Part 6, Chapter 1 and Title 20, Chapter 2, Subchapter 4, Article 1 of the California Code of Regula- tions. This certificate applies only to building envelope requirements. The Principal Envelope Designer hereby certifies that the proposed build- ing design represented in this set of construction documents is consistent with tµe other compliance forms and worksheets, with the specifications, and with any other cal.culations submitted with this permit application. The proposed building has been designed to meet the envelope requirements contained in sections 110, 116 through 118, and ;I.43 or 149 of Title 24, Part 6, Chapter 1. Please check one: 0 I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am a civil engineer or architect. o I aff,irm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section 5537.2 of the Business and Professions Code to sigp this document as the person responsible for its preparation; and that I am a licensed contractor preparing docu- ments tor work that I have contracted to perform. o I affirm that I am eligible under the exemption to Division 3 o.f the Business and Professions Code by Section-,-;----of the . . Code to sign this document as the person responsible for its preparation; and for the following.:i;:-e PRINCIPAL ENVELOPE DESIGNER Architect -Bruce W. Steingraber 619)4-58-0474 ENVELOPE MANDATORY MEASURES (Lie. #) (Date) Indicate location on plans of Note Block for Mandatory Measures: CERTIFICATE OF COMPLIANCE (part 2 of 2) ENV-1 page 4 of 31 -------------------,------------------.------------------------------------Project Name: Exhibit Art Documentation.: Hayhal & Co., Inc .. Date: 3/22/1995 COMPLY 24 User 2875 ------------------------------------------------------------------------ OPAQUE SURFACES Assembly N~me 6" Concrete Wall R-11 Metal Stud R-19 Roof(R.19 on Tile) R-11 Floor(F.11.2x*.16) FENESTRATION Frame Orient Panes Type ------------------ Front (N) 1 None Back (S) 1, None Back (S) 1 Nope Right (W) 1 None . Right (.W) 1 None Const Type Location/Comments None Metal Wood Wood Exterior Shade OH ------· --------------- None N None N No,ne y :&one N None y Glazing Type Note to Field -----------------------Single/Reflective Single/Reflective Single/Reflective Single/Reflective Single/Reflective PERFORMANCE COMPLIANCE SUMMAR~ PERF-1 page 5 of 31 --------------------------· ------------------------------------------------Project Name: Exhibit Art Dc;::,cument;:.ation: Hayr1al & Co., Inc. ANNUAL SOURCE ENERGY USE (KBtu/sqft-yr) Energy Component Space Heating Space Cooling HVAC Fans & Pumps Domestic Hot Water Lighting Receptacle Process TOTALS Cale: Standard Design --------- 14.29 19.02 15.02 0.00 40.17 16. 6·9 0.00 -------- 105.20 *** BUILDING COMPLIES*** Date: 3/22/1995 COMPLY 24 User 2875 DOE-24 (COMPLIANCE) Proposed Compliance Design Margin ------------------ 12.91 1.38 14.71 4.32 13.59 1.44 0.00 0.00 46.37 -6.20 16.69 0. 00 - 0.00 0.00 ------------------ 104.27 0.93 OPTIONAL CAP~ILITES AND SPECIAL COMPLIANCE INFORMATION PERFORMANCE ENVELOPE SUMMARY Part 1 of 3 ENV-2 page 6 of 31 -----------------------------------------------------------------------Project Name: Exhibit Art Documentation: Haynal & Co., Inc. GENERAL INFORMATION BY SPACE Space Name Occupancy -----------------------------~ --------------- Zone 1 -Office Office Zone 1 -'-Reception . Lobby (General) Zone 1 -Hall7Restroom · Corridor/Restroom Zone 2 -Design/Offices Office Zone 2 -Conference Convention/Conference Zone 3 -Open Office Office Zone 3 -Hall/Restroom Corridor/Restroom Warehouse Unconditioned Total Flr No 1 1 1 2 2 2 2 1 Date: 3/22/1995 COMPLY 24 User 2875 Floor Display Area Volume Perim. ------------------ 260 2340 0 320 2880 0 316 2844 0 798 7182 0 256 2304 0 837 7533 0 744 6696 0 10000 80000 0 ----- 13531 PERFORMA,NCE ENVELOPE SUMMARY Part 2 of 3 ENV-2 page 7 of 31 -----------------------------------·-------------------------------------Project Name: Exhibit Art Documentatio~: Haynal & Co., Inc. Date: 3/22/1995 COMPLY 24 User 2875 ------------------------------------------------------------------------- OPAQUE SURFACES Act Solar Type Ar~a U-Val Azm Tilt Gains Form 3-Reference Wall Wall Wall Wall Wali Wall Wall Wall Wall Roof Flr Wall Wall Roof Wall Wall Ro.of Flr Wall Rdof Flr 12 0.752 132 0.752 396 0.164 60 0.752 192 0.164 720 0.164 '108 0. 752 :(.3 0.752 359 0~752 798 0.043 6'95 0. 074 16 0.752 .160 0 .164 256 0.043 54. 0. 752 540 0.164 837 0.043 829 0.074 480 0.164 744 0.043 215 0.074 180 270 Int 270 Int Int 0 1$0 270 0 Int 270 Int 0 0 Int 0 Int Int 0 Int 90 90 90 90 90 90 90 90 90 22 180 90 90 22 90 90 22 180 9-0 22 180 Yes Yes No Yes No No Yes Yes Yes Ye·s No Yes No Yes Yes No Yes No No Yes No 6 11 Concrete Wall 611 Concrete Wall R-11 Metal Stud 6 11 Concrete Wall R-11 Metal Stud R-:(.1 Metal Stud 6" Concrete Wall 6" Concrete Wall 611 Concrete Wall R-19 Roof(R.19 on Tile) R-11 Floor(F.11.2x*.16) 6 11 Concrete Wall R-11 Metal Stud R-19 Roof(R.19 on Tile) 6 11 Concrete Wall R-11 Metal Stud R-19 Roof(R.19 on Tile) R-11 Floor(F.11.2x*.16) R-11 Metal Stud R-19 Roof(R.19 on Tile) R-11 Floor(F.11.2x*.16) Location/Comments Zone 1 -Office Zone 1 -Office Zone 1 -Office Zone 1 -Reception Zone 1 -Reception Zone 1 -Hall/Restroom Zone 2 -Design/Office Zone 2 -Design/Office Zone 2 -Design/Office Zone 2 -Design/Office Zone 2 -Design/Office Zone 2 -Conference Zone 2 -Conference Zone 2 -Conference Zone 3 -Open Office Zone 3 ~OpenOffice Zone 3 -Open Office Zone 3 -Open Office Zone 3 -Hall/Restroom Zone 3 -Hall/Restroom Zone 3 -Hall/Restroom PERFORMANCE ENVELOPE SUMMARY Part 3 of 3 ENV-2 page 8 of 31 ------------------------------------------------·--------------------------Projeet Name: Exhibit Art Documentation: Haynal & Co., Inc. Date: 3/22/1995 COMPLY 24 User 2875 ----------------------------------~------------------------------------- FENESTRATION SURFACES SC Act Glass # Type A'.rea Frame Div U-Val Azm Tilt Only Location/Comments \------------------------------------------------------ 1 Wdw Ba-Ck (S) 36.0 None :No 1.10 180 90 0.45 Zone 1 -Office 2 Wdw Right (W) 36.0 None No 1.10 '270 90 0.45 Zone 1 -Office 3 Wdw Right (W) 180.0 None No 1.10 270 90 0.45 Zone 1 -Reception 4 Wdw Front (N) 72.0 .None No 1.10 0 90 0.45 Zone 2 -Design/Offices 5 Wdw Back (S) 27.0 None No 1.10 180 90 0.45 Zone 2 -Design/Offices 6 Wdw Right (W) 144.0 None No 1.10 270 90 0.45 Zone 2 -Design/Offices 1 Wdw Right (W) 27.0 None No 1.10 270 90 0.45 Zone 2 -Design/Offices 8 Wdw Right (W) 144.0 None No 1.10 270 90 0.45 Zone 2 -Conference 9 Wdw Front (N) 36.0 None No 1.10 0 90 0.45 Zone 3 -Open Office OVERHANGS/SIDE FINS --Window-------Overhang---------Left Fin------Right Fin-- # Type Ht Wd Len Ht LExt RExt Dist Len Ht Dist Len Ht ------------------------ 1 Wdw 9.0 4.0 8.0 0.1 8.0 8.0 3 Wdw 9.0 20.0 8.0 0.1· 8.0 8.0 PROPOSED CONSTRUCTION AS-SEMBLY Project Name: Exhibit Art Documentation: Haynal & Co., Inc. ENV-3 page 9 of 31 Date: 3/22/1995 COMPLY 24 User 2875 ------------------------------------------------------------------------- COMPONENT DESCRIPTION Sketch of Constn,1ction Assembly ASSEMBLY U-VALUE Construction Components Assembly Name: 6 11 Concrete Wall Assembly Type: Wall Assembly Tilt: 90 deg (Vertical) Framing Material: None Framing Spacing: "o.c. Framing Percent: 0.0 % Absorptivity: 0.70 Roughness: Concrete, Asph. Shingles Th R-Value Fr (in) Cavity Frame --------------------------------------------------------------------------Outside Air Film 1. Concrete, 140 lb, Not Dried 2. 3. 4. 5 . 6 • 7. 8 . 9. Inside Air Film 6.000 0.17 0.48 0.68 0.17 0.48 0.68 ---------------------------------------------------------------------------Unadjusted R-Values 1. 33 1. 33 ADJUSTMENT·FOR FRAMING (1 / 1.33) X (1.00) + (1 / 1.33) X (0.00) Weight: Heat Capacity: 70.0 lb/sqft 15.40 = 0.752 TOTAL U-VALUE = 0.752 ===== TOTAL R-VALUE = 1.33 ===.== PROPOSED CONSTRUCTION ASSEMBLY ENV-3 page 10 of 31 ---------------------------------------------------------------------------Project Name: Exhibit Art Documentation: Haynal & Co., Inc. COMPONENT DESCRIPTION Stetch of Construction Assembly ASSEMBLY U-VALUE Construction Components Outside Air Film 1. Gypsum or Plast~r Board 2 .. 3. Insulation, Mineral Fiber, R-11 4. Gypsum or Plaster Board 5 • 6. 7. 8. 9 . Inside Ai:i:;-Film Date: 3/22/1995 COMPLY 24 User 2875 Assembly Name: R-11 Metal Stud Assembly Type: Wall Assembly.Tilt: 90 deg (Vertical) Framing Material: Metal Framing Spacing: II 0.C. Framing Percent: 15.0 % Absorptivity: 0.70 Roughne$s: Smooth Plaster, Metal Th R-Value Fr (in) Cavity Frame 0.17 0.625 0.56 * 3.500 11.00 0.625 0.56 0.68 0.17 0.56 11.00 0.56 0.68 _______ " _________________________________ ---------------------------------- Weight: Heat Capacity: Unadjusted R-Values 12.98 0.00 TOTAL U-VALUE = 0.164 ===== TOTAL R-VALUE = 6.10 5.4 lb/sqft 1.38 ===== PROPOSED CONSTRUCTION ASSEMBLY ENV-3 page 11 of 31 ------. -----------------------------. ----------------------------------Proj-ect Name: Exhibit Art Documentation: Haynal & Co.~ Inc. COMPONENT DESCRIPTION Sketch of Construction Assembly ASSEMBLY U-VALUE -Construction Components Date: 3/22/1995 COMPLY 24 User 2875 Assembly Name: R-19 Roof(R.19 on Tile) Assembly Type: Roof Assembly Tilt: 22 deg (Tilted Up) Framing Material: Wood Framing Spacing: II 0.C. Framing Percent: 10.0 % Absorptivity: 0.70 Roughness: Concrete, Asph. Shingles Th R-Value Fr (in) Cavity Frame ------------------.------,------------------------------------------------- Outside .Air Film 1. Roofing, Built-Up 2. Membrane, Vapor-Pertn~able Felt 3. Plywood 4. Air Space 5 . Insulation_, Mineral Fiber, R-19 6. Acoustical Tile~ Interior Finish 7. 8 • 9. Inside Air Film 0.375 0.010 0.500 12.000 6.000 0.500 0.17 0.33 0.06 0.62 0.80 19.00 1.43 0.61 0.17 0.33 0.06 0.62 0.80 19.00 1.43 0.61 --------------------------:-------------:----------------------------------Unadjusted R-Values 23.02 ADJUSTMENT FOR FRAMING (1 /23.02) X (0.90) + (1 /23.02) X (0.10) Weight: Heat Capacity: 4.6 lb/sqft 1.45 = 0.043 TOTAL U-VALUE = TOT.AL R-VALUE = 23.02 0.043 ===== 23.02 ===== PROPOSED CONSTRUCTI-ON ASSEMBLY ENV-3 page 12 of 31 ------.------------------------, -------------------------------------------Proj~ct Name: Exhibit Art Documeptation: Haynal & Co., Inc. Date: 3/22/1995 COMPLY 24 User 2875 ------------------------. -------------------------------------------------- COMPONENT DESCRIPTIO~ Sketch of ·Construction Assembly ASSEMBLY U-VALUE Construction Components Outside Air Film 1. Insulation, Mineral' Fiber, R-11 2. Plywood. 3. Flooring, Carpet and Fibrous Pad 4. 5 • 6. 7 . 8. 9. Inside Air Film Assembly Name: R-11 Floor(F.11.2x*.16) Assembly Type: Floor A.s.sembly Tilt: 180 deg (Horizontal Floor) Framing Material: Wood Framing Spacing: II 0.C. Framing Percent: 10.0 % Absorptivity: 0.70 Roughness: Stucco, Wood Shingles Th R-Value Fr (in) Cavity Frame * 3.500 0.625 0.250 0.17 11.00 0.77 2.08 0.92 0.17 3.46 0.77 2.08 0.92 ------------------------------------------------------------------------Unadjusted R-Values 14.94 ADJUSTMENT FOR FRAMING (1 /14.94) X (0.90) + (J,. / 7.41) .X (0.10) Weight: Heat Capacity: 3.0 lb/sgft 0.97 = 0.074 TOTAL U-VALUE = TOTAL R-VALUE = 7.41 0.074 ===== 13.56 ===== CERTIFICATE OF COMPLIANCE (part 1 of 2) LTG-1 page 13 of 31 ---------------------------------------------------------------------------Project Name: Exhibit Art Address: Kellog Avenue Carlsbad, CA Lighting Desig.ner: Date: 3/22/1995 Documentation: Haynal & Co., Inc. Building Permit No Checked by/ Date COMPLY 24 User 2875 --------------------------------------------------------------------------- GEN~RAL INFORMATION Date of Plans: Building Type: Nonresidential Building Conditioned Floor Area: 3531 sf Climate Zone: 7 Phase of Construction: O New Construction O Addition O Alteration Method of Lighting Compliance: Performanc$ -COMPLY 24 v 4.11 STATEMENT OF COMPLIANCE This C~rtif:i,.cate of Compliance lists the building features and performance specifications needed to comply with Title 24, Part 6, Chapter 1 and Title 20, Chapter 2, Subchapter 4, Article 1 of the California Code of Regula- tions. This certificate applies only to building lighting requirements. The Principal Lighting Designer hereby certifies that the proposed build- ing design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application. The proposed building has been designeo to meet the lighting requirements contained in sections 110, 1;1..9, 130 through 132 and 146 or 149. Please check one: O I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am a civil engineer electrical engineer or architect. O I affirm that I am eligible under the exemption to Division 3 of the Business and ·Professions Code by Section 5537.2 of the Business and Professions·Code to sign this document as the person responsible for its preparation; and t·hat I atn a l:i,censed contractor preparing docu- ments for work that I have contracted to perform. O I aftirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section ____ of the . . Code to sign this document as the person responsible for its preparation; and for the following reqson: ______________ _ PRINCIPAL LIGHTING DESIGNER (619) LIGHTING MANDATORY MEASURES ~ signature) Indicate location on plans of Note Block for Mandatory Measures: CERTIFICATE OF COMPLIANCE (part 2 of 2) LTG-1 page 14 of 31 ---------------------------------------------------------------------------Project Name: Exhibit Art Documentation: Haynal & Co._, . Inc. INSTALL;E:D LIGHTING SCHEDULE No of Name Lamp Type Lamps ---:... ------------------- Fluorescent 2 Fluorescent 3 MANDATORY AUTOMATIC CONTROLS Control Watts/ Lamp ------ 34 34 Ballast Type ----------Standard Standard Date: 3/22/1995 COMPLY 24 User 2875 Ballasts/ No of Note to Luminaire Fixt. Field --------------------- 1. 0 2 1.5 50 Co~trol Location ID Control Type Space Controlled Note to Field CONTROLS FOR CREDIT Control Co:r;i.trol Location ID Control Type Space Controlled Note to Field LIGHTING COMPLIANCE SUMMARY LTG-2 page 15 of 31 -----------------------------------------------------------------------Project Name: Exhibit Art Documentation: aaynal & Co., Inc. Date: 3/22/1995 COMPLY 24 User 2875 ---------------------... -------.----·------------------------------------ ACTUAL LIGHTIN~ POWER Name Description 48" T-12 Low Watt 48" T-12 Low Watt No of Lumin ----- /2 Lamp /3 Lamp (Tandem) 2 50 Watts per ----- 72.0 108.0 Default -------y -y--- Total Watts 144 5400 SubTotal 5544 Less Control Credits (LTG-3) O Total Proposed Watts 5544 * If not CEC Default value, please provide supporting documentation. MODELLED LIGHTING POWER BY S.PACE Modelled Floor LPD Total Tailored Space Name Occupancy Area (w/sf) (watts) (watts) -------------------------------------------------------------------- Zone 1 -Office Office 260 1. 662 432 0 Zone 1 -Reception Lobby (General) 320 1.350 432 0 Zone 1 -Hall/Restroom Corridor/Restroom 316 1.253 396 0 Zone 2 -Design/Offices Office 798 1.759 1404 0 Zone 2 -Conference Convention/Conference 256 1.688 432 0 Zone 3 -Open Office Office 837 1. 677 1404 0 Zone 3 -Hal.1/Restroom Corridor/Restroom 744 1.403 1044 0 ------------------------- TOTALS 3531 1.570 5544 0 * Note: Ta;i.lored Allotment requires supporting documentation on form LTG-4. CERTIFICATE OF COMPLIANCE (part 1 of 3) MECH-1 page 16 of 31 ----------------·----------------------------------------------------------Project Name: Exhibit Art Address: Kellog Avenue · Carlsbad, CA Mechanical Designer: Slayton Mechanical Documentation: Hayhal & Co., Inc. Date: 3/22/1995 Building Permit No Checked by/ Date COMPLY 24 User 2875 ----------------------------------------------------------------------- GENERAL INFORMATION Date of Plans;,..,,....---.---Building Conditioned Floor Area: 3531 sf Building Type: Nonresidential Climate Zone: 7 Phase of Construction: O New Construction O Addition O Alteration Method of Mechanicai Compliance: Performance -COMPLY 24 v 4.11 Proof of Envelope Compliance: O Previous Permit o Compliance Attached STATEMENT OF COMPLIANCE This Certificate o,f Compliance lists the building features and performance specifications needed to comply with Title 24, Part 6, Chapter 1 and Title 20, Chapter 2, Subchapter 4, Article 1 of the California Code of Regula- tions: This certificate applies only to building mechanical requirements. The Principal Mechanical Designer hereby certifies that the proposed build- ing design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application. The proposed building has been designed to meet the mechanical requirements contained in sections. 110 through 115, 120 through 124, 140 through 142,144 and 145. Please check one: 0 I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Profesf:rions Code to Sign this document as the person responsible ·for its prepar~tion; and that I am a civil engineer mechanical engineer or architect. I affirm that I am eligible µnder the exemption to Division 3 of the Business and Pro.fess ions Code by Section 553 7. 2 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am a licensed contractor preparing docu- ments for work that I have contracted to perform. O I affi:i;:-rn that I am eligible under the exemption to Division 3 of the Business and Pro-fessions Code by Section ~---of the . Code to sign this document as the person responsible for its preparation; and for the following rea n: __ ~----------.--- PRINCIPAL MECHANICAL-DESIGNER Slayton Mechanical (619) 449-.1272 MECHANICAL MANDATORY MEASURES Lie. Indicate location on pl~ns of Note Block for Mandatory Measures: CERTIFICATE OF COMPLIANCE (part 2 of 3) MECH-1 page 17 of 31 -------------------------------------------------------------------------Project Name: Exhibit Art Documentation: Haynal & Co,, Inc. SYSTEM FEATURES Zone Name Zone 1 Time Control S ----Setback Control None # of Isolation Zonesn/a HP Thermostat Yes Electric Heat 0 • 0 KW Fan Control Constant V:olume VAV Min Position n/a Simul. Heat/Cool :p./a Heat Supply Reset. Constant Temp Cool Supply Reset Constant Temp Ventilation . C OA Damper Co~trol --A--: EQonomizer Type No Economiz'er Outdoor Air CFM 256 Heat Equip Type Heat Pump Make & Model No. Rheem RPND-031J Cool Equip Type DX Make.and Model Zone Name Zone 3 Time Control S Setback Control None-- # of Isolation Zonesn/a HP Thermostat Yes Electric Heat o.o KW Fan Control Constant Volume VAV Min Position n/a Simul. Heat/Cool n/a Heat Supply Reset Constant Temp Cool Supply Reset Constant Temp Vent~lation C OA Damper Control -·-A-- Economizer Type No Economizer Outdoor Air CFM 237 · Heat Equip Type Heat Pump Make & Model No. Rheem RPND-043J Cool Equip Type DX Make and Model Code Tables Date: 3/22/1995 COMPLY 24 User 2875 Zone 2 s None-- n/a Yes 0.0 KW Constant Volume n/a n/a Constant Temp Constant Temp C -A- No Economizer 255 Heat Pump Rheem RPND-061C DX Note to Field ----------------------~--------------------------Time Control S:Prog Switch O:Occ.sensor M:Man Timer Ventilation B:Air:: Balance C:OA Cert. M:OA. Measure D:Demand Cont N:Natural OA Damper A:Auto G:Gravity CERTIFICATE OF COMPLIANCE (part 3 of 3) MECH-1 page 18 of 31 ---------------------------------------------------------------------------Project Natne : E'xhibi t Art Documentation: Haynal & Co., Inc. Date: 3/22/1995 COMPLY 24 User 2875 ·-------------------------------------------------------------------------- DUCT INSULATION System Name Type Du~t Location -------------------------"":!" --------· -------· ------ Rheem RPND-031J Heating Ducts in Attic Cooling Ducts in Attic Rheem RPND-061C Heating Ducts in Attic Cooling Ducts in Attic Rheem RPND-043J Heating Ducts in Attic Cooling Ducts in Attic PIPE INSULATION Insul System Name Pipe Type Required Domestic Hot Water y / N NOTES TO FIELD -For Building Department Use Only Duct Tape Allowed ------- y I N y I N y I N y I N y I N y I N Insul Note to R-Val Field 4.2 4.2 4.2 4.2 4.2 4.2 Note to Field MECHANICAL EQUIPMENT ZONING SUMMARY MECH-2 page 19 of 31 --------------------------------------------------------------------------Project Name: Exhibit Art Documentation: Haynal & Co., I;nc. Date: 3/22/1995 COMPLY 24 User 2875 ---------·------------------·---------------------------------------------- SYSTEM/ZONING SUMMARY Zone/Spaces Served Central/Zonal System System Type No Sys Zone 1 Rhee~ RPND-031J Packaged Heat Pump 1 Zone 1 -Office Zone 1 -Reception Zone 1 -Hall/Restroom Zone 2 Rheem RPND-061C Packaged Heat Pump 1 Zon$ 2 -Design/Offices Zone 2 -Conference Zone 3 Rheem RPND-043J Packaged Heat Pump 1 Zone 3 -Open Office Zone 3 -Hall/Restroom Warehouse MECHANICAL EQUIPMENT .SUMMARY Project Name': Exhibit Art Documentation: Haynal & Co., Inc. MECH-3 page 20 of 31 Date: 3/22/19.95 COMPLY 24 User 2875 ---------------------------------------.-------------------------------- CENTRAL SYSTEM SUMMARY Sys. No No System Name Sys.tern type Sys Economizer Type 1 ,2 3 Rheem RPND-031J Rheem RPND-043J Rheem RPND-061C CENTRAL SYSTEM RATINGS Packaged Heat Pu 1 Packaged Ueat Pu 1 Packaged Heat Pu 1 No Economizer No Economizer No Economizer Sys~-----~ Heating---------------------~------------Cooling---------- No Type Output Aux KW EFF Type Output Sensible EER SEER 1 Heat Pump 2 Heat Pump 3 Heat Pump 29200 415.0·0 60500 0.0 7.10 DX 0.0 7·.10 DX 0.0 7.40 DX CENTRA,L FAN SUMMARY------------Supply Fan Sys No Fan Type 1 Constant Volume 2 Constant Volume 3 Constant Volume ZONAL FAN SUMMARY Space Name None Motor Location -------------_,_ Draw-Through Draw-Through Draw-Through No CFM CFM BHP ----------- 1000 1400 2000 Zonal Fan Mtr BHP. Eff 0.20 0.28 0.39 Drv Eff 28600 40000 55000 Mtr Drv Eff Eff 60 100 64 100 66 100 21450 30000 41250 9.70 11.00 9. 90 11. 00 8.50 9.90 Return Fan CFM BHP Mtr Drv Eff Eff ---------- None None None -------Exhaust Fan Mtr No CFM BHP Eff Drv Eff MECHANICAL VENTILATION MECH-4 page 21 of 31 ------------------v--------------------------------------------------------Project Name: Exhibit Art Documentation: Haynal & Co., Inc. Date: 3/22/1995 COMPLY 24 User 2875 --------------------------------------------------------------------------- VENTIL.l\TION SUMMARY BY SPACE Tran Floor sgft CFM Min Design sfer Space Name T Occupancy Area /Occ /Occ CFM CFM CFM ------------------------------------------------ Zone 1 Office Office 260 143 21.5 39 39 Zone 1 -Reception Lobby (General 320 29 15.4 170 170 Zone 1 -Hall/Restroom Co:i;:-ridor/RE!str 316 200 30.0 47 47 Zone 2 -Design/Offices Offic.e 798 143 21.5 120 120 Zone 2 -Conference Convention/Con 256 29 15.4 136 136 Zone 3 -Open Office Office 837 143 21.5 126 126 Zone 3 -Hall/Restroom Corridor/Restr 744 200 30.0 112 112 ------ TOTALS 749 749 Note: If Tailored (T=*) ' user must document sgft/Occ and/or CFM/Occ values. HVAC ZONE HEATING & COOLING LOAD SUMMARY page 22 of 31 ---------------------------------------------------------------------------Project Name: Exhibit Art Date:· 3/22/1995 Documentation: Haynal & Co., Inc. COMPLY 24 User 2875 -------------------------------------------------------------------------- HVAC ZONE DESCRIPTION HVAC Zone Name: Heating System Name: Cooling Syst~m Name: System Multiplier: Fan Schedule: Peak Load Method: Relative Humidity: SPACES IN THIS ZONE Zone 1 -Office Zone 1 -Reception Zone 1 -Hall7Restroom PEAK (jan 12am) (Jan 12am) (Ja-n :;L2am) TOTAL SPACE LOAD Duct Gains & Losses: Ventilation: ( 250 CFM) Return Air Lighting Gain TOTAL SYSTEM LOAD SYSTEM OUTPUT AT DESIGN CONDITIONS HEATING 6672 8608 818 16098 1610 8628 26336 23936 Zone 1 Rheem RPND-031J 1 Day Fans STD COINCIDENT 50 % COOLING PEAK SENSIBLE LATENT (Aug (Aug (Aug 5pm) 5pm) 5pm) 7426 11651 1870 20947 2095 809 0 23851 22185 186 1379 198 1763 319 2082 8468 NOTE: The TOTAL SYSTEM LOAD shown rel?resents the minimum size equipment which will heat or cool this zone during the design conditions indicated. These numbers include no safety factor, and the HVAC contractor should. oversize by a reasonable margin to account for variations in weather conditions and the pick-up capacity required to bring the zone to temper- ature as a result of a setback t·hermostat. Those responsible for final equipment selection should note that Sensible and Latent Cooling Loads are indicat$d to allow for accurate comparison with manufacturer's output data. SPACE HEATING & COOLING .LOAD SUMMARY Project Name: Exhibit Art Documentation: Haynal & Co._, :Inc. SUMMAR;{ OF PEAK HOUR LOADS FOR SPACE Space Name:: DESIGN CONDITIONS --------------------Peak Hour: Indoor Conditions: Outdoor Conditions: LOAD COMPONENT Quantity --------~------------------------ Wall Conduction 540.0 sqft Window Conduction-72.0 sqft Door Conduction 0.0 sqft Roof Conduction 0.0 sqft Skylight Conduction 0.0 sqft Floor Conduction 0.0 sq~t Slab Conduction 0.0 sqft Interior Conduction 0.0 sqft Infiltration 0.5 AC/hr Solar Gain 72.0 sqft Lighting 432.0 watts Receptacle 260.0 watts Process 0.0 watts Occupants 1.9 occs SPACE LOADS page 23 of 31 Date: 3/22/1995 COMPLY 24 User 2875 Zone 1 -Office COOLING HEATING SENSIBLE LATENT --------------------- Jan 12am Aug 5pm 70 F DB 78 F DB 50 %-RH 38 F DB 81 F DB 65 F WB Btu/hr Btu/hr Btu/hr --------------------- 3465 2336 2534 172 0 0 0 0 0 0 0 0 0 0 0 0 67~ 0 0 3005 0 1237 0 444 0 0 0 232 186' --------------------- 6672 7426 186 Heating AirFlow: Cooling AirFlow: .6672 Btu/hr 1 ; [1.08 x 7426 Btu/hr [1.08 x 35 F DeltaT)] - 23 F DeltaT)] = 177 cfm 299 cfm SPACE HEATING & COOLING LOAD SUMMARY page 24 of 31 -------------------------------------·-· ---------------------------------Project Name: Exhibit Art Documentation: Haynal & Co., Inc. Date: 3/22/1995 COMPLY 24 User 2875 -------------------------------------------------------------------------- SUMMARY OF PEAK HOUR LOADS FOR SPACE Space Name: DESIGN CONDITIONS -------------------Peak Hour: Indoor Conditions: Outdoor Conditions: LOAD COMPONENT Quantity --------------------------------Wall Conduction 252.0 sqft Window Conduction 180.0 sqft Door Conduction 0.0 sqft Roof Conduction 0.0 sqft Skylight Conduction 0.0 sqft Floor Conduction 0.0 sqft Slab Conduction 0.0 sqft Interior Conduction 0.0 sqft Infiltration 0.5 AC/hr Solar Gain 180.0 sqft Lighting 432.0 watts Receptacle 320.0 watts ProceE:s 0.0 watts Occupants 11.0 occs SPACE LOADS Zone 1 -Reception COOLING HEATING SENSIBLE LATENT --------------------- Jan 12am Aug 5pm 70 F DB 78 F DB 50 % RH 38 F DB 81 F DB 65 F WB Btu/hr Btu/hr Btu/hr --------------------- 1444 985 6336 430 0 0 0 0 0 0 0 0 0 0 0 0 828 0 0 7074 0 1237 0 546 0 0 0 1379 1379 --------------------- 8608 11651 1379 Heating AirFlow: Cooling AirFlow: 8608 Btu/hr/ [1.08 x 35 F DeltaT)] = 11651 Btu/hr/ [1.08 x 23 F DeltaT)] = 228 cfm 470 cfm SPACE HEATING & COOLING LOAD SUMMARY page 25 of 31 --------------------------------------------------------------------------Project Name: Exhibit Art Documentation: Haynal & Co., Inc: Date: 3/22/1995 COMPLY 24 User 2875 ---------------------------------.---------------------------------------- SUMMARY OF PEAK HOUR LOADS FOR SPACE Space Name: DESIGN -CONDITIONS ------------------ Peak Hour: Ino.oor Conditions: Outdoor Conditions: LOAD COMPONENT Quantity --------------------------------Wall Conduction 720.0 sqft Window Conduction 0.0 sqft Door Conduction 0.0 sqft Roof Conduction 0.0 sqft Skylight Conduction 0.0 sqft Floor Conduction 0.0 sqft Slab Conduction .0.0 sqft Interior Conduction o.o sqft Infiltration 0.5 AC/hr Solar Gain 0.0 sqft Lighting 396.0 watts Receptacle 316,0 watts Process 0.0 watts Occupants 1.6 occs SPACE LOADS Zone 1 -Hall/Restroom COOLING HEATING SENSIBLE LATENT --------------------- Jan 12am Aug 5pm 70 F DB 78 F DB 50 !!--0 RH 3.8 F DB 81 F DB 65 F WB Btu/hr Btu/hr Btu/hr --------------------- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 818 0 0 0 0 1134 0 539 0 0 0 197 197 --------------------- 818 1870 198 Heating AirFlow: Cooling AirFlow: 818 Btu/hr 1 ; [1.08 x 1870 Btu/hr [1.08 x 35 F DeltaT)] = 23 F DeltaT)] = 22 cfm 75 cfm HVAC ZONE HEATING & COOLING LOAD SUMMARY page 26 of 31 -------------.--------------------------·-----------------------------------Project Name: Exhibit Art Documentation: Haynal & Co., Inc. Date: 3/22/1995 COMPLY 24 User 2875 -------------------------------------·------------------------------------ HVAC ZONE .DESCRIPTION HVAC Zone Name: Heating System Name: Cool.ing System Name: System Multiplier: Fan Schedule: Peak Load Method: Relative Humidity: SPACES IN THIS ZONE PEAK Zone. 2· -Design/Of:f;ic~s (Jan 12am) Zone 2 -Conference (Jan 12am) TOTAL SPACE LOAD Duct Gains & Losses: Ventilation: ( 246 CFM) Return Air Lighting Gain TOTAL SYSTEM LOAD SYSTEM OUTPUT AT DESIGN CONDITIONS HEATING 24227 6472 30699 3070 8502 42271 49594 Zone 2 Rheem RPND-061C 1 Day Fans STD COINCIDENT 50 %- COOLING PEAK SENSIBLE LATENT (Aug (Aug 5pm) 5pm) 27066 13236 40302 4030 797 0 45129 42663 570 684 1254 314 1568 16284 NOTE: The TOTAL SYSTEM LOAD shown represents the minimum size equipment which will heat or cool this zone during the design conditions indicated. These numbers include no safety factor, and the HVAC contractor should oversize by a reasonable margin to account for variations in weather conditions and the pick-up capacity required to bring the zone to temper- ature as a result of a setback thermostat. · Those responsible for final equipment selection should note that Sensible and Latent Cooling Loads are indicated to allow for accurate comparison with manufacturer's output data. SPACE HEATING & COOLING LOAD SUMMARY page 27 of 31 -----------------------------------·---------------------------------------Project Name: Exhibit Art Pocumentation: Haynal & Co., Inc. SUMMARY OF PEAK HOUR LOADS FOR SPACE Space Name: DESIGN CONDITIONS --------------------Peak Hour: Indoor Conditions: Outdoor Conditions: LOAD COMPONENT Quantity ---------------------------------Wall Conduction 480.0 sqft Window Conduction 270.0 sqft Door Conduction 0.0 sqft Roof Conducd.on 798.0 sgft Skylight Conduction 0.0 sqft Fioor Conduction 0.0 sqft SJ.ab Conduction 0.0 sqft Interior Conduction 0.0 sgft Infiltration 0.5 AC/hr Solar Gain 270.0 sqft Lighting 1404.0 watts Receptacle 798.0 watts Process 0.0 watts Occupants 5.7 aces SPACE LOADS Date: 3/22/1995 COMPLY 24 User 2875 Zone 2 -Design/Offices COOLING HEATING SENSIBLE LATENT --------------------- Jan 12am Aug 5pm 70 F DB 78 F DB 50 g.. 0 RH 38 F DB 81 F DB 65 F WB Btu/hr Btu/hr Btu/hr --------------------- 11549 6728 9504 642 0 0 1109 199 0 0 0 0 0 0 0 0 2065 0 0 13411 0 4012 0 1362 0 0 0 713 570 --------------------- 24227 27066 570 Heating AirFlow: Cooling AirFlow: 24227 Bt~/hr // [1.08 X 27066 Btu/hr [i.08 x 35 F DeltaT)] = 23 F DeltaT)] = 642 cfm 1091 cfm ,. SPACE HEATING & COOLING LOAD SUMMARY page 28 of 31 ____________________________ " ____ ·----------------------------------------- Project Natne: Exhibit Art Documentation: Haynal & Co .. , Inc. Date: 3/22/1995 COMPLY 24 User 2875 -------·------------------------------------------------------------------- SUMMARY OF PEAK HOUR LOADS FOR SPACE Space Name = - DES.IGN. CONDITIONS -------------------Peak Hour: Indoor Conditions :· Outdoor Conditions: LOAD COMPONENT Quantity ------------------------------Wall Conduction 176.0 sqft Window Conduction 144.0 sqft Door Conduction O.Q sqft Roof Conduction 256.0-sqft Skylight Conduction 0.0 sqft Floor Conduction 0.0 sqft Slab Conduction 0.0 sqft Interior Conduction 0.0 sqft Infiltration 0.5 AC/hr Solar Gain 144.0 sqft Lighting 432.o·watts Receptacle 256.0 watts Process 0.0 watts Occupants 8.8 occs SPACE LOADS· Zone 2 -Conference COOLING HEATING SENSIBLE LATENT --------------------- Jan 12am Aug 5pm 70 F DB 78 F DB 50 % RH 38 F DB 81 F DB 65 F WB Btu/hr Btu/hr Btu/hr --------------------- 385 263 5069 344 0 0 356 64 0 0 0 0 0 0 0 0 662 0 0 9811 0 1237 0 .437 0 0 0 1081 684 --------------------- 6472 13236 684 Heating AirFlow: Cooling AirFlow; 6472 Btu/hr/ [1.08 x 35 F DeltaT)] = 13236 Btu/hr / [1. 08 x 23 F DeltaT)] = 171 cfm 534 cfm HVAC ZONE HEATING & COOLING LOAD SUMMARY Project Name: Exhibit Art Documentation: Haynal & Co., Inc. page 29 of 31 Date: 3/22/1995 COMPLY 24 User 2875 -------------------------------"----,-------------------------------------- HVAC ZONE DESCRIPTION HVAC Zone Name: Heating System Name: Cooling System Name: System Multiplier: Fan Schedule: Peak Load Method: Relative Humidity: SPACES IN THIS ZONE Zone 3 ~OpenOffice Zone 3 -Hall/Restroom Warehouse PEAK (Jan 12am) (Jan 12am) (Jan 12am) TOTAL SPACE LOAD. Duct Gains & Losses: Ventilation: ( 231 CFM) Return Air Lighting Gain TOTAL SYSTEM LOAD SYSTEM OUTPUT AT DESIGN CONDITIONS HEATING 5896 2960 0 8856 886 7976 17718 34019 Zone 3 Rheem RPND-043J 1 Day Fans STD COINCIDENT 50 % COOLING PEAK SENSIBLE LATENT (Aug (Aug (Aug 3pm) 3pm) 3pm) 10700 7553 0 18253 1825 1246 0 21324 30879 1276 1001 0 2277 295 2572 11572 NOTE: The TOTAL SYSTEM LOAD shown represents the minimum size equipment which will heat or cool this zone during the design conditions indicated. These numbers include no safety factor, and the HVAC contractor should oversiz·e by a reasonable margin to account for variations in weather conditions and the pick-up capacity required to bring the zone to temper- .ature as a result of a setback thermostat. Those responsible for final equipment selection should note that Sensible and Latent Cooling Loads are indicated to allow for accurate comparison with manufacturer's output data. SPACE HEATING & COOLING LOAD SUMMARY page 30 of 31 -----------------·------------------·--------------------------------------Project Name: Exhibit Art Documentation: Haynal & Co., Inc. Date: 3/22/1995 COMPLY 24 User 2875 --------------------------· --------------------------------------------- SUMMARY OF PEAK HOUR LOADS FOR SPACE Space Name: DESIGN CONDITIONS -------------------. Peak Hour: Indoor Conditions: Outdoor Conditions: LOAD COMPONENT Quantity ---------------------------------Wall Conduction 594.0 sqft Window Conduction 36.0 sgft Door Conduction 0.0 sqft Roof Conduction 837.0 sgft· Skylight Conduction 0.0 sgft Floor Conduction 0.0 sgft Slab Conduction 0.0 sgft Interior Conduction 0.0 sgft Infiltration 0.5 AC/hr Solar Gain 36.0 sgft Lighting 1404.0 watts Receptacle 837. 0 watts Process 0.0 watts Occupants 6.0 occs SPACE LOADS Zone 3 -Open Office COOLING HEATING SENSIBLE LATENT ...; -------------------- Jan 12am Aug 3pm 70 F DB 78 F DB 50 % RH 38 F DB 83 F DB 67 F WB Btu/hr Btu/hr Btu/hr --------------------- 1299 278 1267 119 0 0 1164 249 0 0 0 0 0 0 0 0 2166 338 80 0 575 0 4790 0 2857 0 0 0 1495 1196 --------------------- 5896 10700 1276 Heating AirFlow: Cooling AirFlow: 5896 Btu/hr 1 ; [1.08 x 10700 Btu/hr [1.08 x 35 F DeltaT)] = 23 F DeltaT)] = 156 cfm 431 cfm .. s·PACE HEATING & COOL:I:NG LOAD SUMMARY page 31 of 31 ------------------------------------------------------------------------Project Name: Exhibit Art Documentation: Haynal & Co., Inc·. Date: 3/22/1995 COMPLY 24 User 2875 ---------------------------------------------------------------------------- SUMMARY OF PEAK HOUR LOADS FOR SPACE Space Name: DESIGN CONDITIONS --------------------Peak Hour: Indoor Conditions: Outdoor Conditions: LOAD COMPONENT Quantity -------------------------------Wall Conduction 480.0 sqft Window Conduction 0.0 sqft Door Conduction 0.0 $qft Roof Conduction 744.0 sqft Skylight Conduction 0.0 sqft Floor Conduction o.o sqft Siab Conduction 0.0 sqft Interior Conduction O.Q sqft Infiltration 0.5 AC/hr Solar Gain 0.0 sqft Lighting 1044.0 watts Receptacle 744.0 watts Process 0.0 wc1,tts Occupants 3.7 occs SPACE LOADS Zone 3 -Hall/Restroom COOLING HEATING SENSIBLE LATENT --------------------- Jan t2am Aug 3pm 70 F DB 78 F DB 50 g_ 0 RH 38 F DB 83 F DB 67 F WB Btu/hr Btu/hr Btu/hr __ , _____ -------------- 0 0 0 0 0 0 1034 221 0 0 0 0 0 0 0 0 1925 301 71 0 0 0 3562 0 2539 0 0 0 930 930 --------------------- 2960 7553 1001 H~ating AirFlow: Cooling AirFlow: 2960 Btu/hr 1 ; [1.08 x 7553 Btu/hr [1.08 x 35 F DeltaT)] = 23 F DeltaT)] = 78 cfm 305 cfm MANDATORY REQUIREMENTS ENVELOPE MANDATORY MEASURES (NONRESIDENTIAL) 1. Exterior manufactured doors, windows, and fenestration products shalLmeet the infiltration and U-value certification requirements of Section 116(a). 2. Site-constructed doors, skylights, and windows shall be caulked and weather-stripped per Section 116(b). 3. All joints and openings which are potential sources of air leakage shall,be caulked, gasketed, weather-stripped or otherwise sealed to limit infiltration and eidiltra.tion per Section 117. 4. Certified insulation materials per Section 118(a). 5. Urea Formaldehyde foam insulation installed per Section 118(b). 6. Insulation installed to meet flame spread an,d smoke density requirements per Section 118(c). LIGHTING MANDATORY MEASURES 1. Each enclosed area shall have independent controls (per Section 131 (a) and exceptions). 2. Lighting shall.be unifo'rmly reducible by one half in areas which are greater than 100 sf, exceed 1.2 watts/sf, and have more than one luminaire (per Section 131 (b) and exceptions; exceptions include lights in corridors). 3. Daylit areas larger than 250 sf shall be separately controlled and uniformly reducible by one half (per Section 131 (c) and exceptions). 4. Separately metered,spaces 5,000 sf or greater shall have automatic shutoff controls (per Section 131 (e), no exceptions). 5; Display,lighting shall be separately switched on circuits that are 20 amps or less (per Section 131 (e), no exceptions). 6. Exterior lighting controlled from a lighting panel within the building shall be automatically controlled (per Section 131 (f) and exceptions). 7. Pairs of one-lamp and three-lamp fluorescentluminaires shall'be tandem-wired where reasonable (per Section 132 and exceptions). MECHANICAL AND PLUMBING MANDATORY MEASURES Equipment and Systems Efficiency 1. HVAC and·sei'vice water heating equipment shall meet Appliance Efficiency Regulations, per Sections 111 and 112. ?, ,Piping, except those conveying fluids at temperatures between 60 and 105 degrees F, or within HVAC equipment, shall be insulated in accordance with Section. 123. 3. Air handling duct systems shall be sealed in accordance with the SMACNA HVAC Ducts Construction Standards, Metal and Flexible, 1985, per·Section 124(a) and (b). Ducts shall be installed and insulated as provided in UMC, Chapter 10. 4. Pih;>t lights shall not ,be installed for natural gas central furnaces, and pool and spa heaters, per Section 115. Ventilation 1. Every space in a building shall be designed to have outdoor air VE:!ntilation according to Section 121 (a), (b) and (e). 2. Operation,and control of outdoor air shall meet the time-of-occupancy and pre-occupancy requirements of Section 121 (c). 3. When a retum plenum is used to distribute outdoor air to a covered HVAC uhit, the ducted discharge shall be in accordance with Section 121.(d). 4. Systems shall meet the completion and balancing requirements of Section 121 (f). Controls 1. Each space conditioning, zone shall be controlled by an individual thermostatic control that responds to temperature within the zone. Heating shall be adjustable down to 55 degrees or lower, and cooling shall be adjustable up to 85 degrees or higher. The control shall provide a dead~band of 5 degrees between heating and cooling, ~action 122{a) and (b). 2. Heat pumps with sl;Jpplementary electric resistance.heaters shall have controls per Section 112(b). 3. Each space conditioning system shall be.'installed with an automatic time switch, able to shut off operation during off-hours of up to four hours, 'per Section 122(e)1. 4. Thermostat setup and setback controls are required if the summer design dry bulb temperature is more than 99 degrees F, or if the winter design temperature is less than,33 degrees, per Section 122(e) 2, and its· exceptions. 5. Outdoor air supply and exhaust-equipment shall·be installed with dampers that automatically close during periods of non-use for the areas served by the equipment, per Section 122(f). 6. Each space conditioning system serving multiple zones with a c9mbined conditioned floor area more than 25,000 square feet shall be designed, installed, and controlled toserye isolation areas, per Section 1 ?2(g). SERVICE WATER HEATING SYSTEMS 1. Temperature controls and rec.irculating pump controls shall meet the requirements of Section 113(a) and (b). 2. Flow rates and temperature controls for public lavatories shall meet the requirements of Section 113(b)3. 3. Unfired service water heater storage tanks and backup tanks for solar-water heating shall comply with Section 113(b)4. MAR.:.08-96 FR I 17: 03 CITY{~ CARLSBAD COMM DE r·--~ FAX NO. 438t ,4 P. 02 NON-RESIDENTIAL CERTiFICATE: Non-Residential Land 0'-"'.ner. please read this option carefully and be sure you throughly understanc;f the options before ~igning. The option you eh00$e will affect YCJ4S payrni:nt of 1he developed Special Tax assessed en your property. This option is available only at 1he time of 1he first bulding permit issuancJ. 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. HOMES FOR INDUSTRY (619) S51-5600 Name of Owner Telepnone 2223 AVENIDA DE LA PLAYA Address KEI I OGv AV _Proj~ Address LA JOLLA CA 92037· Carlsbad CA 92008 ~ty State Zip Code City State Zip Code APN 212-092-0300 Assessor's Parcel Number, or APN and Lot Number if not yet subdivided. CB960249 8uilding Permit Number As cited by Ordinance No. NS-15S and adopted by the City coundt· or the City of cansbad, California, the City ·is authorized t.o levy a special Tax in Commurity Facilities district No. 1. All non-residential property. upon the ·-.. .• , 1 issuance of the first b.ildi~ permit, shall have the option to (1} pay the SPECIAL DEVELOPMENT TAX ONE· -.....,., TIME or (2).as.sume the ANNUAL SPECIAL TAX· DEVELOPED PROPERTY for a period not to exceed twenty- ·-..-.~~e (2~) years. Please indicate your choice by initialing the appropriate fine below; .......... OPTION (1 ): I elect to pay the SPECIAL DEVELOPMENT TAX ONE-TIME now, as a one•time payment. Am0tm\-.Jll-f-"-l[le-iime Special Tax: $ · 67,358. 7,.7 ______ . Owner's Initials ~-. --__,.,. OPTION (2): .\ . I .el to pa the SPECIAL CEVl:LOPMENT TAX ANNUALLY for a period not to exceed twenty-,ve (25) ye~. Maximum Annual Special Tax: $ 9-, 30·2. 25 • Owner Initials____ . I DO HE:REBY CERTIFY UNDER PENAL TY OF PERJURY THAT THE UNDERSIGNED IS 0 THE PROPERTY · OWNER OF THE SUBJECT PROPERTY ANO THAT I UNDERSTAND AND WILL COMPLY.WITH THE P~O~D~'. Signature of Property Owner · Title PrintN~me Date The City of Carlsbad has nQt independently verified the information shown above. Therefore, we accept no responsibility as· to the accuracy or com pf eteliess of this information. NON-RESIDENTIAL CERTIFICATE MAR-11-96 MON 12:03 CITY OF CARLSBAD COMM DE FAX NO, 4380894 P.02 ' -.,. 11 Ir ··-···-·-CERTIFICATE OF COMPLIANCE CITY OF CARLSBAD Plan Check No. CB960249 COMMUNITY DEVELOPMENT 2075 LAS PALMAS· 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 projects shall be issued until the· certification is signed by the appropriate · school district and returned to the City of Carlsbad Building Department. SCHOOL DISTRICT: X Carlsbad Unified --801 Pine·Avenue Carlsbad CA 92009 (434-0661) Encinitas Union --101 South Rancho Santa Fe Rd. Encinitas CA 92024 {944-4300) ,. San Marcos Unified --1290 West San Marcos Blvd. San Marcos CA 92024 (744-4776) __ San Dieguito Union High School 710 Encinitas Boulevard Encinitas CA 92024 (753-6491) Project Applica_nt: HOMES_ FOR IND.USTRY APN: 212-0-92-oioo ------- Project Address: 1950A1 195081 1·9soc &: 19S0D KELLOGG AV R~SIDENTIAL: SQ. FT. of living area _____ number of dwelling units ______ _ SQ. FT. of covered area . SQ. FT. of garage area ______ _ STRIAL: SQ. FT EA 30,032 COMMERCIA Prepared by 1.--.L-+.u.c.~~~!:::.:-P-',j,..f:::;.Q..;1.::.J... ______ _ D~e __ S ......... /~f/_9..,._~--- FEE CERTIFICATION (To be completed by the School District) . . __ Applicant has complied with fee rf!!quirement' under Government Code 53080 Project is subject to an existing fee agreement -----. ' ---Project is exempt from Government Code 53080 --Finar Map approval and construaion started before September 1, 1986. (other. school fees paid) Other ------'---------------------------- Residential Fee Levied: $ ________ based on _______ sq. ft. @ ______ _ Comm/lndust Fee Levied:.$ 9 tJ o 7, t, o bas~d on _ __,_,.3:;.....o_o....;:3---~ _______ sq. ft. @ _~ ..... 3_o ___ _ Scho Assistant Superintendent Business Services Title 03/18/96 Date , NON-RESIDENTIAL LAND OWNER: Please read this option agreement carefully and be sure you thoroughly understand the optjons 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 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. J Na111e of Owner Telephone \ 9Ltr- Address Project Address 91..o?,: Carlsbad, City State Zip Code City State (''}" 0 CA 37..JDCO- Zip Code Assessor's Parcel Number, or APN and Lot Number·if not yet subdivided. Case# . Building Permit # As cited By Ordinance No. NS-155 and adopted by the City Council of the City of Carlsbad, California; the City is authorizeg. 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 OEVELOPMENT TAX ONE-TIME or (2) assume the ANNUAL TAX - DEVELOPED PROPERTY for a period not to exceed twer:ity~five (25) years. Please indicate your choice by signing below: I DO HEREBY CERTIFY UNDER 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. Option (1 ): I elect to pay the SPECIAL DEVELOPMENT T AX.;.J°NE8"/E now, as a ONE-TIME · payment. Amount of On~Time Special Tax: $ S. c S . ,z..~ ~d q_ • _n~~ $.-IC/-9'v, Signature of Owner of Land -Date Option (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for 7.'lf ~i,.ot ~ exceed twenty-five (25) years. Maximum Annual Special Tax: $ • . Signature of Owner of Land Date 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 PROPERTY · , , CITY OF CARLSBAD -COMMUNITY FACILITIES DISTRICT NO. 1 SPECIAL TAX CALCULATION WORKSHEET FOR THE DEVELOPMENT OF NON-RESIDENTIAL PROPERTY •• PL~ABE PRINT •• ONE PER EACH BUIL~ING PERMIT BUILCING INITIALS: ___________ _ ENGINEERING INITIALS: __________________ _ PLANNING INITIALS: ---------------FINANCE INITIALS: __________________ _ CRAFT: ______________ , FINAL: __________________ _ Cl CESCRIPTI0N OF WORK: PLA'NNING: E) CATE OF INITIAi. PARTICIPATION IN CFC: F) GENERAL PLAN.CESIGNATION(S): (BOXES PR0VICE FOR THREE CIFFERENT USES, EXPANC AS RECUIREC.) F1) 2) F3) A H3) ENGINEERING: I) SQUARE FEET OF SUILCING PER use INCICATEC IN (H) ABOVE: l'1 ) :;_ S foitf SQFJ' 2 > / I t3> SQF,f SQF1 . J) IMPRdVEMENT AREA (CHECK ONE): . / . . . WITHIN THE STC -IMPROVEMENT AREA I (V) . 0UTSICE THE BTC -IMPROVEMENT AREA II ( K) LEGAL DESCRIPTION: (REQUl~lj~ONLY WHEN G ABOVE IS..Zlia'i'(O).) ' · 'PARCEL/ LOT (CIRCLE ONE) 4~--OF PARCEL MAP _1.l~_,2(_!_ ___ IN THE CITY\0F fARLSSAD, G0!,lNTY 0FjSAl)L~G0, STATE OF CALIFORNIA, FILED IN THE OFFICE 01' THE SAN DIEGO COUNTY RECORDER ON '-_.::}-5/_ •V . .l._lc:> __ , ___ ,_v_•~--- (IF THE ABOVE IS NOT ADEQUATE A FULL LEGAL DESCRIPTION MUST BE.ATTACHED.) / JeUILDING: FINA·NCIAL _PORTION TO BE FILLED OUT BY MIKE PETERSON OR FAX. TO BARBARA HALE 2118-3783 FINANCE: L) SPECIAL DEVELOPMENT TAX -0NE·-TIME, RATE PER SQUARE F0OT:(FROM'SPECIAL TAX TABLE.) . I ~1) ,~2). I ~3) M)SPECIAL TAX-· ONE-TIME (Ix L): l:1 1 1:2) 1:3) OBLIGATION FOR UPCOMING YEAR: IF THE PARCEL IS ISSUED A BUILDING PERMIT ~ETWEEN MARCH 2ND ANO JUNE 30TH, AN OBLIGATION FOR THE UPCOMING YEAR IS CREATED AND WILL BE LEVIED IN THE .FOLLOWING FISCAL YEAR . .,,,, .. TOTAL".PAYOFF OPTION 1':·:.: .. ·. ··:·llsuM OF (M) ABOVE. THE SPECIAL TAX LIEN ON THIS PROPERTY, WHEN CH0SING .. OPTION 1, WILL SE RELEASED WHEN ALL OUTSTANDING OBLIGATIONS HAVE SEEN PAID IN FULL. IF THERE JS A OBLIGATION FOR THE UPCOMING YEAR, UNDEVELOPED SPECIAL TAX WILL BE LEVIED IN THE UPCOMING FISCAL YEAR, AFTER PAYMENT OF WHICH THE LIEN WILL BE RELEASED. IF THERE IS ONLY THE CURRENT YEAR'S 081,;IGATION OUTSTANDING, THE LIEN IS RELEASED WHEN BOTH INSTALLMENTS HAVE BEEN PAID. ~OP_TION 1: S 51 , sfC-f. '1-\ DISTRIBUTION OF PAYOFF: ACCOUNT NO. ,430-a10-1uo-ao32 .-. ··-·:'._-·.,.·-:-:-·:··'PASS THRU'OPTION·2:·:.:_::::::,:-:-:_::,:::,.,.::.ttsuM OF (M) ABOVE TIMES 13.81"· THE AMOUNT SHOWN IS THE MAXIMUM ANNUAL :-·· SPECl,_L TAX LEVIED FOR A PERIOD OF TWENTY-FIVE (25) YEARS. II' THERE is AN OBLIGATION FOR THE UNPCOMING YEAR, THE UPCOMING YEAR'S TAXES WILL REFLECT THE OBLIGATION OF UNDEVELOPED LAND TAX. THE TWENTY-FIVE YEAR ANNUAL SPECIAL TAX WOULD BEGIN IN THE FOLLOWING FISCAL YEAR. !OPTION 2: S . .', . ,~tJ ILDI.~ ~::;:\((,.\/f}/J::/.':i'\:;)(::}\f=,:,:,{:'·'J-::.0;::·;·::i'f:.,:, ·:_'.:\:k:,.-: ···-: .. · ::· · ,,_,·/:4: ...... :;.,,· . .'.':f')\:j\·::,:. '..)/:f:{:\:f(':::'._:(#,'\'·::::· ::'./-:::}\:Jf:f}:(!: :,):}}':';':°:''\.:{;:),:,::, : .. : .. :'.,:-(/\·{:-,/_), .. :: =.NJ=-:rRANSFER'.::T.HE,:ABQV.E::t,MO;U-NTS':Q'NT0' T_HE,=No N',;.; RESID ENTIAl.:.CER'l'IFICATE:.:AN0::OBTAIH·':THE: SIG N ... 'TU RE'.0F.:THE:·PR0PERT:V·,:.-:}::;','=:::::":':'.:.' ... :·:,'.;.,:-.:},,::-· ow.-. i:R·. ae·iihi=i'ii'·i·as·u,~·ci".'A:='au,td,·N,i:iieR·M"t-r:,. . . .. . -.-,-.:·: ,·,-.:'_=--,,., .. _., -.. . . .:t\t=,_,_,, _. tt/,,,:·,,,t't,',,:/:,.,tr,t.,r, ,.·,:.::=-, ··· -··-.-.. :::;:,:=/).,,i:-;=-'tt,'::.::. ·:.=.,-,,=-,,-\\=?-·=,==:::== :::-,-/f.: -::-::::::.:::::::r:::-::·t·' DISTRIBUTION: A COPY OF: FINAL CALCULATION SHEET, BUILDING PERMIT, AND SIGNED CERTIFICATE A COPY OF: FINAL CALCULATION SHEET, BUILDING PERMIT., AND SIGNED CERTIFICATE A COPY OF: FINAL CALCULATION SHE;ET, AND SIGNED CERTIFICATE ALL ORleGINALS FEBRUARY 10, 188-4 CFO NO. 1 INCOMING BOX FINANCE (HELGA) PROPERTY OWNER BUILDING PERMIT FILE VALID UNTIL ___________ _ I I l i \J. ! ~\ ~ ~ ' \ l I I ,_ (I) .J < > 0-a: 0. Q) 0. ai <O (. 0 ]~ z· \ i " \ :: ,· i ,., t·· ' t· l t I · 1 I . : ·f~. . ' . -----1 f ~ ~ --• • • > • •• l ~ . ' : . ··i ' ,. l:; ;.