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Home My WebLink About2105 RUTHERFORD RD; ; CB960212; Permit" . 06/19/96 14:33 Page 1 of 1 ,, .. .. BU IL DING· P E_R MIT. :Permit No: CB960212. · Project ·.No: A9600-3-1·9 .Devel9pment Nq: Job Address: 2105 RUTHERFORD RD Suite: -8135 06/'1.9/96 0001 01. 02 . . c-PRMJ 64909u~O Lo.t# ~-52: Permit Type: INDUS~RIAL BUILDING Parce,l No·: 212-12-0-20-0,0 Valuation:. 851,184 > Cons)~.t~cti_on. Type: VN . Occupancy Group: B/S-1 Reference#: Des.c;:ription: 33,120 SF TILT-UP#SHELL ONLY : BLACKMORE CO Status: ISSUED Applied: 02/.06/$.6 . · Api~/.Issue .: 06./19/96. En. tex:ed _By·: __ RMA Appl/Ownr : THE BLACKMORE CO , . .· · 619-T92-f21,2 . 12626 HIGHBLUFF DR · DEL MAR CA. 9201?~~ .· · 4 ... ,.. c-n ' *** Fe~s 'Required '*** .. ,.,@-'_\·~~~*-.lc:;E~io90Jiec~ted & Credit~ . *** -----.-~--;;;;~--~---;;~;---_;~~-'. c~· 1 r~-=~-~~.,\~~---u_0,J)~.,..~~ --~-~:...----~---------~- . ,. ~ ~ · · · .( '-41 O.} Adjustments: ·· · · _.,_,.~/.,,,,,....~.' Tot~-1.~ ,:,1,s:h~~: .. · .00 Total Fees: 66 el .,1/ 1/11/1 Totia~ Pa~mef~(S) 1, 901.·oo " .. -:\ ,-./ YfV\f'~~~lanc'e\DE,~-., 64,909.0Q .. Fee description Building Permit Plan Check -~;;/~~~-'F~1t\ __ .Ext_fe~ __ Dat.a .A,·J -. ...-il~0-. I 3096. oo. Strong Motion Fee· Enter Number of EDU /:j~1 • ,;.Tt !· \.:::::::::.J . 2 012 . o o Y. Enter "Y" to·Autoca Enter Traffic Impact 'Enter .Park Fee(Zone ~ * BUILDING TOTAL ;.,:~._-,.;_, 7 2. ' . ' ' 3-652. 0 0 .,, . / ~~ ,,. l.6,~·-Lt > -.; m 4 a . o o · · . · · 13 2 48 . o o o _5 ~ --~ :: ' , lNCOR?GRAT.EP x'? ,5'3 5 6 7 • Q 0 J,f(),',• ' , 1952 t, . Enter.· "Y" for Plumbing '-~~,t~e_ . "-...__Jt_~_:;_.., ,~\\ \ .20. 00 Y Each Bui_lding. Sewer _,: .-:)/f/J !Yr::::i . ~~~\) ¼ 1 . 00 15 .-oo · Each Roof Dra;in ~ .:.. ~~t.:, if/,'") {ry O ·i 7. 0 0 , 42 . 0-0 Each Install/Repair Wate'r L1d(tr.,._v ::u-V,J '0 1 7. 00 . 7. 00 * PLUMBING TOTAL . ~-· ____ _...... 84. oo· Enter· "Y" for Electric Issue Fee > -~ : .10. o·o Y Three Phas.e 480 ·per AMP > . 1200 1. 00 1200. 00 * ELECTRICAL TOTAL , 12JO.OO Enter 'Y' for Mechanical Issue Fee> PLDA B > N 11949.00 H· · . . . FlN0APPROVAL . <. - l1~lSP. ~ DATE ~)fl/ ___ . . JCLEARANCE ,--. __ · __ , CITY OF CARL$BAP --. 2075 Las Palrilas Dr., Carlsbad, {~A 92009'(619) 438-1161 PERMIT APPUCATION PLAN CHECK NO. City of Carlsbad Building Department 2075 Las Palnaas Dr., Carlsbad, CA 92009 (619) 438-1161 I. PmtMrl' 1YP1! From :List 1 (see back) give c<Xle of Permit-Type:------------ For Residential Projects Only: From Llst 2 (see back) give 59.1..0 02/06/96 i)001 Ol c .... PRMT 02 190.1.ti{i{) C::ode of Structure-Type:--------------------.,......,. Net Loss/Gain of Dwelling Units------------------'-- 2. PROJF.Cf INFORMATION FOR OFFICE USE ONLY Address "210"5 JZu~/2:i5l> Nearest Cross Street ~ A,/ f::.. Buildmg or $u1te No. LEGAL DESCRIPTION Lot No. subd1vmon Name/Number Omt No. Phase No. 5~ C.-A/1-1-~ ~ CJ~ DEscruPTioN oF woRK SffELL om .. v # OF BEDROOMS ,(.) A 0 0 [J SQ.FT. ~ )'U) #OF,STORIES ,z # OF BATIIROOMS N ~ · Workers; Co~pensat1on Declaration: 1 hereby athmi that 1 have a ceruhcate of consent to self-msure issued by the_ Director of 1ndustnal Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C). Owner-Bmlder Declaration: I hereby afhrm that I am exempt from the Contractor's license Law for the followu1g 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 <;:ode: The Contractor's Llcense 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 o,f 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 cc;>nstrilct the project (Sec. 7044, Business and Professions Code: The Contractor's Llcense Law does not apply to an owner ofpropertywho builds or improves-thereon, and contracts.for such projects with contractor(s) licensed pursuant to the Contractor's Llcense 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 Llcense 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]). SIGNATURE DATE COMPLETE 11-lts SEcnoN FOR NON-RESIDENTIAL BVIIDING 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 01: 25534 6f the Presley-Tanner Hazardous Substance Account Act? I th 1. DfuYES b ·1d· ~NO . d b . . f th . II . 1 d. . . 1· d. . ? s e app 1cant or ture u1 mg oc~ant reqmre to o tam a permit rom e air po unon contro 1stnct or air qua 1ty management 1strict 0 YES 1-!-NO Is the facility to be constructed withi~00 feet of the outer boundary of a school site? 0 YES NO IF ANY OF TIIE ANSWERS ARE YES, AL CERTIFICATE OF c:x:DJPANCY MAY NOT BE~ AFTER JULY 1, 1989 UNLESS TIIE APPUCANT HAS MET OR IS MEETING TIIE REQUJREMENTS OF TIIE OFFICE OF EMERGENCY SERVICES AND TIIE AIR POLLUTION CONTilOL DISfRICT. 9. wNsiR0CnON Lf:fWING AG.ENCY . . I hereby afhrm that there 1s a construction lendmg agency for the pertQrmc\nce of the work for which this permit 1s issued (Sec 3097(1) CIVIi Code). LENDER'S NAME LENDER'S ADDRESS 10. APPUCAN1 CfiltliFiCA:liON 1 ceruly that I have read the,apphcat1on and state that the above mformatlon 1s correct. I agree to comply with all City ordmances and State laws relating to \)uilding construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS TIIE Cl'IY OF CARL5BAD AGAINST ALL UABIIITIES, JUDGMENTS, rosrs AND EXPENSES WHICH MAY IN ANY WAY Aa:RUE AGAINST SAID Cl1Y IN CONSEQUENCE OF TIIE GRANTING OF TIIIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of st;ructures over 3 stories in height. such permit is suspended or APPIJCANTS. SIGNATU under the provisions of this Code shall expire by limitation and become null and v9id if the enced within 365 days from the date of such permit or if the building or work authorized by ~llllt#l'tei:..Ul@~irlk is co need for a period of 180 days (Section 303(d) Unifo~~~il.2:~ k1·, Applkant PINK: Finance S E W E R P E R M I T · 06/19/·96. 14: 35 Page 1 of. 1 Permit .No: SE960018. "Bldg Planck#: CB960212 Suite:· 8135 06/19/96 -0001 01 02 Job ~ddress; 2105 RUTHERFORD RD Permit Type: SEWER -OFFICE/WAREHOUSE Parcel No: 212-120-20-00 C-PRMT 17775,,oc, Description: 33,120 SF TILT-UP, SHELL .. ONLY : SEWER PERMI'J.' Permitee: THE BLACKMORE CO 12626 HIGHBLUFF DR DEL MAR CA $2065 · 6;1.~-792-1.212 Statu-s: Applied·: 'A.pr/Issue: Expired: .Prepared By: FlNAL APPROVAL ISSUED 02/16/96 06/19/96 MAM INSP.. . DATE-......--....... , CLEARANCE----:-----1 CITY. OF 'CARLSe'AP : 2075 Las Palmas. Dr., Carlsbad; CA 92009-(619) 438~1161 . ',,~ ~ '---- ~· CITY OF CARLSBAD INSPECTION ,REQUEST PERMIT# CB960212 FOR 02/~/97 DE$CRIPTION: 33,120 SF TILT-UP,SHELL ONL~ BLACKMORE CO TYPE: lNDUST JOB ADDRESS: 2105 RUTHERFORD RD APPL:J:CANT: THE BLACKMORE CO CONTRACTOR: OWNER: REMARKS: BJN/930-8023 SPECIAL INSTRUCT: TOTAL TIME: --RELATED PERMITS--PERMIT# SE960.018 FS960017 FAD96023 CB961619 CB962077 SE960137 AS970014 TYPE swow FIXSYS FADD RETAIN 'ITI swow ASC PHONE; ,PHONE: PHONE-:. STATUS ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED INSPECTOR AREA TP PLANCK# CB960212 OCC GRP B/S-1 CONSTR. TYPE'VN LOT: 52 CD LVL DESCRIPTION ACT COMMENTS 19 ST Final Structural 29 P~ Final Plumbing 39 EL Final Electric~l 49 ME Final Mechanical t::!2... -------------1=--- ----· ----------------· -------------------__ . ------------------------- ***** INSPECTION HISTORY***** DATE 020497 012897 012897 012897 012897 012-397 121996 121996 121196 121096 ],20496 120496 120496 1203·96 111396 111396 102896 102896 102896 101896 DESCRIPTION Rough Electric Interior Lath/Drywall Frame/Steel/Bolting/Welding Interior Lath/Drywall · T-2.4 H-Cap C,onsul tation Const. Service/Agricultural Ftg/Foundation/Piers Rough Electric Interior Lath/Drywall interior Lath/Drywall . Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Exterior Lath/Drywall Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Frame/Steei/Bolting/Welding Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Ftg/Foundation/Piers ACT INSP . AP TP AP TP AP TP AP TP CO T·P CO. TP AP TP AP TP AP TP AP TP] AP TP AP TP AP TP PI TP AP TP PI TP AP TP AP TP AP TP AP TP COMMENTS MAIN & SUB PNL, TRANS FULL HT WALL 1 HR CORR VERT CHASE@RF DRNS 1 HR CORR VERT CHASE@RF DRNS STAIR HANDRAILS G.E. TO COMP GROUND PROBLEM LITE POLE FTNS LITE POLE U/G CONDUIT STR AREA N/RATED STAIR WELLS 1 HR STAIR WELLS 1 HR EXT SOFFIT EXT SOFFIT 1 HR CEIL ELECT. RM 1 HR STR COORD MEZZ SHTING&FLR FRM JOIST SHEAR WALL STAIR STRINGER FRM D.PACK@ 6 CLMN FTNS • (> PERMIT# CB960212 DESCRIPTION: 33,120 SF BLACKMORE CITY OF CARLSBAD INSPECTlON REQUEST FOR 02/25/97 TILT-UP,SHELL ONLY co TYPE: INDUST JOB ADDRESS: 2105 RUTHERFORD RP STE: INSPECTOR AREA TP PLANCK# CB960212 OCC GRP B/S-1 CONSTR. TYPE VN LOT: 52 ***** INSPECTION HISTORY***** DATE 101196 100896 :1..00796 100496 092596 0925_96 092596 092096 091996 091796 091696 082996 080996 080896 080696 080596 071996 07169·6 070596 070396 070291:> 070196 062796 062696 062596 062496 DESCRIPTION Ftg/Foundation/Piers Ftg/Foundation/Piers Footing Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Grout Equipment/Anchorage Footing Ftg/Foundation/Piers Ftg/Foundation/Piers Shear Panels/HD's Shear Pane:Ls/HD'$ Shear Panels/HD's Shear Panels/HD's Ftg/Foundation/Piers Rough Electric Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Pi.ers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Sewer/Water Service Underground/Under Floor ACT INSP A:P 'rP PI TP PI TP CO TP AP TP AP TP PI TP NR TP PI TP AP PD CO PK PA TP AP TP NR TP AP TP AP TP AP TP AP TP AP TP AP TP CO TP NR TP AP TP AP TP AP TP AP TP COMMENTS P.S. P.S. CORR P.S. ZBAR & PNL BAR PIP WALL@ TRUCK DOCK POUR STRIP@ TRK DOCK S.I.TO VERF 811 WALL APPL & CL ' QUESTIONS RE WALL (RET) LOADING DOCK PNLS (2ND LIFT) PANELS COMPLETE,ND ENG REV NOT COMPLETE SEE ATTCH PNLS ( SEE PLAN) UFFER GRN STOR FRNT (E) & LOBBY SLAB N/INCL DPRSS SLB/TRK ENT N/INCL LOBBY RAISED SLAB AREA ISO PIER FTNS LINE 4 PIER FTNS CLM LN 6-B,B-C TIE-IN@ MAIN 411 WASTES (2 TRUNKS) FINAL BOILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PJ;iANNiNG U/M WATER PLAN CHECK#: CB962077 PERMIT#: CB962077 PROjECT NAME: 25120 SF TI-RIP CURL 10,676 SF WAREHO~SE TO OFFICE ADDRESS: 2105 RUTHERFORD RD CONTACT PERSON/PHONE#: RICHARD/729-4880 SEWER DIST: CA WATER DlST: CA Lot# DATE: 02/19/97 PERMIT TYPE: ITI INSPECT\D_ -Y< t{!t._,-DATE . / BY: ~~ INSPECTED: 2--2/,,-9'1 APPROVED DISAPPROVED INSl?~C. ~TE r / BY: ~ ~ SPECT!lD: Lc2J-t;; APPROVED _V_ DISAPPROVED _ INSP D TE BY:----------------------------------INSPECTED:-~~ APPROVED DISAPPROVED COMMENTS: CONSTRUCTION TESTING & ENGINEERING, INC. ENGINEERING, INC. SAN DIEGO, CA • RIVERSIDE, CA • VENTURA, CA • 2414 Vineyard Ave. 490 I\. Princeland Ct. Suite G Suite 7 Escondido, CA 92029 Corona, CA 91719 (619) 746-4955 (909) 371-1890 (619) 746-9806 FAX (909) 371-2168 FAX 1645 Pacific Ave. Suite 105 Oxnard, CA 93033 (805) 486-6475 (805) 486-9016 FAX MODESTO, CA • LANCASTER, CA • LAS VEGAS, NV • SEATI'LE, WA 3540 Oakdale Rd. 4215610th St W. 4560 S. Valley View 235 S.W. 4IstSt Suite A2 Unit K Suite A-3 Renton, WA 98055 Modesto, CA 95357 Lancaster, CA 93534 Las Vegas, NV 89103 (206) 656-1266 (209) 551-2271 (805) 726-9676 (702) 795-2278 (206) 656-1265 FAX (209) 551-3593 FAX (805) 726-9676 FAX (702) 726-4485 FAX February 10, 1997 CTE Job No. 10-1810 City Of Carlsbad Building Inspection Department 2075 Las Palmas Carlsbad, CA 92009 SUBJECT: S:ATIS]1ACTORY'· COMPLE1fION '•©:f!~ weiRK· J:tEQT:rIRING S1:7'JsC:t:A:L INSPECTION PERFORMED UNDER PERMIT NO. BUILDING PERMIT NO.: 96-0212 ADDRESS: 2105 Rutherford, Carlsbad Director of Building Inspection: ..... To the best of my knowledge all -:work requiring special inspection,testing,Field Weld,Epoxy Dowels,Reinforced Concrete,High Strength Bolts,Epoxy Bolts,Reinforced Masonry, construction observation or off-site fabrication for the structure constructed under the subject permit is in conformance with the approved plans and specifications and the applicable workmanship provisions of the Uniform Building Code. Print/Type Name: Thomas A. Gaeta Signature: 1 / /Jj -1 -<11 k1ttl}J GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING .AND INSPECTION SAMPSON tltCTRIC ·: Industrial-Commercial C-10 # 360505 CITY OF CARLSBAD February 7, 1997 Dept. of Bldg. & Safety To Whom It May Concern ~r".:l?,~1.~/(b. The bolts in the G.E. electrical Main Switch Board have been torqued to rnanufactureres specifications, and the entire assembly has been inspected by a G.E. Service Technician. •· 14702 Danberry Circle, Tustin, Ca. 92680 Tel. (714) -573-2647 •• Independent Testing & Engineering Services for Electrical Power Systems December 30, 1996 Sampson Electric · 14702 Danberry Circle Tustin, California 92680 Attention: Sl)bject Mr. Floyd Sampson Test Report ETI Reference No.: 226-3407 Dear Mr. Sampson: San Diego Area Office 9835 ·CARROLL CEN'fER ROAD, SUITE 103 SAN DIEGO, CA 92126 · (619) 695-9551 FAX (619) 695-0861 Enclosed please find one (1.) copy of the subject test report, as prepared by-ELECTRO-TEST, INC. personnel, Mr. Ken Evans. We appreciate this opportunity to serve you. If you have any questions, or if we can be of any further service, please feel free to call me. Sincerely, ELECTRO-TEST, INC. ~ /c..A.....,r~~ Robert L. Wittouck Area Manager RLW/tsm Enclosure Independent Testing_& Engineering Services for Electrical Power Systems . . San Diego Area Office 9835 CARROLL CENTER-ROAD, SUIT!: 103 SAN DIEGO, CA 92126 (619) 695-9551 FAX (619) ,695-0861 GROUND FAULT SYSTEM TEST REPORT ETI Reference #: 226-3407 Client: Sampson Electric 14702 Danberry Circle · Tustin, CA 92680 Attention: Mr. Floyd Sampson 1.0 PURPOSE Date: December 30, 1996 Performance tests of the ground fault protective equipment are conducted to verify proper installation and operation. The current National Electrical Code Section 230- 95( c) requires an on site test on new installations of all ground fault systems upon installation. 2.0 SUMMARY 2.1 At the request of Mr. Floyd Sampson of Sampson Electric, the ground fault system testing was performed by Mr. Ken Evans of Electro-Test, Inc. on December 24, 1996. 2:2 The system was fqund operational_ and acceptable. 2.3 Final relay settings were not available at the time of testing, therefore relay settings were left at minimum pickup and at the nearest timing mark above instantaneous for service energization. Since this set point may not be optimum . for this particular system, the design engineer should be consulted for final settings. ETI Reference No. 226-3407 ·2.4 The "as-left" ground. fault settings are as follows: Circuit Main 3.0 EQUIPMENT TESTED Amperes Pickup 243amps 3.1 G.E., SKHB, 1200 amp, Breaker. 4.0 PROCEDURES 4.1 Visual and Mechanical Inspection Time Delay 1 baud Page2 4.1.1 Inspected components for physical damage and installation in compliance with manufacturer's instructions. 4.1.2 Determined ground fault sensor was located properly around appropriate conductors. o Zero sequence and residual sensing requires all phases and the neutral to be encircled by the sensor. 4.1.3 Inspected main bonding· jumper to assure: o Proper size. o Termination on source side of neutral disconnect link. o Termination on source side of sensor on zero sequence systems. 4.1.4 Inspected grounding electrode conductor t0 assure: o Proper size. o Correct switchboard termination. 4.1.5 Inspected ground fault control power transformer for proper installation and size. o When control transformer is supplied from line side of ground fault protection circuit interrupting device, overcurrent protection and a circuit disconnecting means must be provided. ETI Reference No. 226-3407 Page3 4.1.6 Visually inspected switchboard neutral bus downstream of neutral disconnect link to verify absence of ground connections. 4.2 Electrical Tests 4.2.1 Ground fault system performance including correct response of the circuit interrupting device was confirmed by primary ground sensor current injection. o Relay pickup current was measured. o Relay time delay was measured at two values above pickup. 4.2.2 Tested system operation at fifty-five percent of rated voltage. 4.2.3 Functionally checked operation of ground fault monitor panel for: o Trip test. o No trip test. o Non-automatic reset. 4.2.4 Functionally checked operation of greund fault indicator for correct indication of ground fault trip. 4.2.5 Verified proper sensor polarity on phase and neutral sensors for residual systems. 4.2.6 Measured system neutral insulation resistance downstream of neutral disconnect link to verify ~bsence of-grounds. 4.3 Test Results Evaluation 4.3.1 System neutral insulation resistance should be above 100 ohms and preferably 1 megohm or greater. 4.3.2 The maximum pickup setting of the ground fault protection shall be 1200 amperes and the maximum time delay shall be one second for ground fault currents equal to or greater than 3000 amperes (NEC 2.30-95). 4.3.3 The relay pickup current shou'ld be within ten percent of the manufacturer's -calibration marks or fixed setting. ETI Reference No. 226-3407 Page4 4.3.4 Relay timing should be in accordance with the manufacturer's published time-current characteristic curves. 5.0 RESULTS AND RECOMMENDATIONS 5.1 5.2 Submitted by: The ground fault relay system was found correctly installed and operating properly. In the absence of engineered settings, pickup current and time delay settings were left at minimum pickup and at the nearest timing mark above instantaneous for service energization. ETI accepts no liability for these settings. The design engineer should be consultee for final settings. ~.L- Ken Evans Field Engineer Reviewed by:~~ Robert L. Wittouck Area Manager Attachment CLl!:;NT: _s· GROUND FAULT SYSTEM TEST REPORT ENGINEER: J<. ~ LOCATION: 2. o:r DATE: · /Z-1-1/· t SWITCHGEAR DESIGNATION: CALIBRATION DATE: ""?.,-"Z,7· .,i 6 MAIN OVERCURRENT DEVICE Cl RCUIT BREAKER . o SHOP ORDER NO. i60738[)o1 MFGR • FUSED SWITCH TYPE MODEL/CAT. NO. CURRENT RATING SYSTE·M.VOL TAGE VOLTAGE RATING Sl</18 SJ< B. (Ectz.~o z.. o o_ V 8c, -z,j 7 /, 06 GROUNDFAULTSYSTEM D NEUTRAL-GROUND STRAP MFGR. . - ZERO -SEQUENCE G. I:::.. MODEL CAT. NO. TIME RAN.GE SENSOR/C.T. fl'<.},.} /ltnS PICK-UP RANGE % 'Z,0-/.c,c, ;-/,V ~ J'l,'k(_ AS OUND SETTING-7P PICKUP -'"'2_s -:7· CURRENT -~--TIME --2_ SETTINGS SUPPLIED BY --z....o K c.f' ,:.e,;,Jc (. ,<.. MAIN BONDING JUMPER PER PHASE 2-¼. I 1/ NEUTRAL-GROUND LOCATION D INCORRECT VA MONITOR/TEST PANEL OPERATION D INCORRECT BREAKER/SWITCH REACTION.TIME (RT) REDUCED VOLTAGE TEST (55% RATED VOLTAGE) 6> -; I 2..: SECONDS D CYCLES D CORRECT D INCORRECT PICK-UP CURRENT MINUS'25% ( . AMPS). AMPS NO TRIP (c;ORRl:CT) o· TRIP (INCORRECT) SYSTEM NEUTRAL INSULATION RESISTANCE O GRfUND '() .. 0 V f>t'-/ /<:.... MEGOHMS OTHER MCM PRIMARY CURRENT PERCENT TOTAL TIME REACTION TIME RELAY TIME , MFGR. AMPERE-TURNS PICK-UP TOLERANCE . TIME-CURRENT 3 /01:)· 7o CALIBRATION .. 7-S-0 ·-. IL TESTS "Z...0'0% 1/~6 ¾ z..ao o REMARKS GFSTR/90 PAGE _j__ OF _i__ 01990 ETI /[I CoNstRucnoN TESTING & ENGINEERING, INC. ESCONDIDO • CORONA• MODESTO• OXNARD INSPECTION REPORT PAGE / oFL CTEJOB # / 0-I 8To PROJECT NAME: La+ -:tf_ 5 2-. Ciue Cv'C{ ') ADDRESS:~~i-6S -e\J~.fko @,p.J INSPECTION ( )CONCRETE REPORT# _______ _ . MATERIAL IDENTIFICATION L&R.L~ C0NC. MIX#/PSI _______ _ ARCHITECT: -~ ; g Bn-is:0 I 12:..i~ ( ) MASONRY -GROUT MIX#/PSI ~1fl _ Q { )P.T.CONC. . M0_RTARTYPE/PSI ENGINEER: ~~...._..__a,JO~----~----- -6 + f ~~ "' , / -('1f'IELD WELD REBAR GRADE CONTRACTOR: -l\.l1'.) a Cc '>JS _.J t?J. we1.a1~1 -- INSPECTIONDATE: I I to/:r:1. . 7~ u C)~~PWELDJ_~~~--;~.STEEL_,l¼'-'1-:-v---~'---'l;O<.... ------ ARRIVED: -DEPARTED: _____ \_ ( ~-!I~~~~l:ING:-_'·.'t:~-~LT_-_~_--_ --_------ PLAN FILE: _ q C, _ L-0 :::z_ :f: ( ) ~ATCH_PLANT. -MAS. BLOCK ' I I ( ) EXP. ANCHOR ELECTRODE -~B.1\1 1 JOS-f!./2.IU BLDG PERMIT:---,---------"------ OTHER:_~--------,-----,'-'-~- ( )OTHER Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT · ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS _ . INSf:'. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS -- - 0 -t,f@; I . 8 Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. · NAME:(PRINT) \)~ ffi~f\J ~ CERTIFICATIONN_O.: Ji.l le ~ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 3540 OAKDALE ROAD MODESTO, CA 9,5357 (2Q9) 551-2271 FAX (209) 551-3593 . ·, i .. POOR . · •QUALITY }-' ' ( t: .. . . i" i ! . ·· . ORIGINAL S . . . . . . :~-~ . . .. . .... CoNsTRucnoN. TESTING & ENGINEERING, INC • . ESCONDIDO• MODESTO• CORONA• OXNARD• RENO• SEATTLE• LAS VEGAS ENGINEERlNO, INC. INSPECTION REPORT PROJECT NAME: E,f' Curt 1 Lu+ :t;,$2 ADDRESS: 2L05 ~ui:A~tt..~ltd ~O. C Meis b.J. C: ,' f.. , ARC}iITECT:. s=<~ ~ 1-4:J~:b w~ ENGINEER: ' 122 H . R. .. , ,. "' CONTRACTOR: 0-Ja Co MS' f; .s.k I ,# "-'i.:.k(, ·, .. a INSPECTION DATE: I -2.3-q f' . . PLAN FILE: -----'------'------ BLDG PERMIT: __ ---'---------- OTHER:_------------- Material Sampling PAGE OF CTEJOB#_l_o_-_f_g~l=~'----REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( } FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BQLTS -&:-r_ @i?~aox, :j f ;o ~S:Ktls}N.S -~ ct:J/ L,~e ~) ~ 11++ ww m e..v*s fir± h ~o::o:'k :b · <J ·o:c,, .b NAME: (PRINT) 0 :t+J {ii.S... 4, If°½., CERTIFICATION NO.: {pj 7 ~-D c.:°1 l S8~18 , c.eo GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTIO 2414 VINEYARD AVENUE SUITE G J::S~ONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 V CoNSTRUCTION TESTING & ENGINEERING, INc.· . ESCONDIDO • MODESTO •CORONA• OXNARD • RENO • SEA TILE • LAS VEGAS ENGINEERiNG, INC. INSPECTION REPORT PROJECT NAME: Elf Cr:l I Lu4-~S? ADDREss·=~-2f9s·-~(.JFt ~zg!¼½-~~:~p . C A-cis b.J. ::: ,' f.. , ARCHITECT: Si~,~ G ¼J~:b ...,~. ENGINEER: 12., H -' z.., 0 .. ~ _, " CONTRACTOR: l'-f.NQ CoUS1) .s.k.1µ \J.J~(.J.,·~0 INSPECTION DATE: __.l_-_2..-"-"3=---_.q._f+------- PLAN FILE: ----,---------- BLDG PERMIT: __ ~-------- OTHER: ____________ _ Material Sampling PAGE_OF_ CTEJOB# lo -/~H~ REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BQLTS -&:-r ~f RD x, _:J f ; Q ~S-dt"T14 NS " d: J / L/ue t> ) B i1++ ww ro f;t:{i:S fr±: b-e..-,r-oM.-::: h J ·!1:m .b a·oa ,•roo C). -,-../ £.:---tr'::': . ,-- NAME: (PRINT) 0 '8-N fh,$__ 4, J f °4;., SIGNATURE:-1.:,1-==--L...::....J~~=--~"-<::--- CERTIFICATION NO.: {pj 7 $. D c.a'fg ; S8~_18 ,c.& GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTIO 2414 VINEY)\JU) A VENUE SPITE G ES~ONPIDO, ~A 92()29 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • CORONA• MODESTO • OXNARD ENGINEERING, INC. INSPECTION REPORT PAGE / oFL CTEJOB # I 0-''8T"b PROJECT NAME: Lat -#:-5 Z. (1up Cu-c(} ADDRESS:9:-~ 0 S (\.1~b -@;i.J ~ ~]% REPORT# ______ _ INSPECTION : > ,· MATERIALIDENTIFICATION . ; --~ ...... : -~. ( )CO!'.'ICRETE CONC. MIX/I/PSI _______ _ Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FiREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS ·. :> _iN~~·;_F"EElfO~MEo, Jos PR_Oe~E.M,--~ATERiA1:.10ENr1i=1cAT1QN, PROGR1;ssiwoRK REJECTED; REMARKs: :: · ' . . ~' . . , . ~ -- Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the . uniform building code. · - NAME:(PRINT) \)Yhl ro~i\u \~ . SIGNATURE:--//l._..A.-~:,,...<:,_.....!....:_..l,L_~~...:..,,-..--- CERTIFICATION NO.: SB;}..l ~ ~ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 3540 OAf(DALE ROAD MOD~TO, CA 95357 (2Q?) 551-2271 FAX (209) 551-3593 ,, ti CoNSTRUCTION ThsTING & ENGINEERING, ·INc. SAN DIEGO, CA • RIVERSIDE, CA • VENTURA, CA • 1645 Pacific Ave. Suite 105 MODFSl'O, CA • I.ANCASl'ER, CA • LAS VEGAS, NV • SEATfLE, WA 2414 Vineyard Ave. 490 E. Princeland Ct. 3540 Oakdale Rd. 42156 10th St W. 4560 S. Valley View 235 S.W. 41st St Suite G Suite 7 Suite A2 Unit K Suite A-3 Renton, WA 98055 Escondido, CA 92029 Corona, CA 91719 Oxn:ird, CA 93033 (805) 486-6475 (805) 486-9016 FAX Modesto, CA 95357 Lancaster, CA 93534 w Vegas, NV 89103 (206) 656-1266 (619) 746-4955 (909) 371-1890 (209) 551-2271 (805) 726-9676 (702) 795-2278 (206) 656-1265 FAX (619) 746-9806 FAX (909) 371-2168 FAX (209) 551-3593 FAX (805) 726-9676 FAX (702) 726-4485 FAX REPORT OF COMPRESSION TESTS PROJECT: LOT 52 CARLSBAD RESEARCH CENTER PROJECT NO.: 10-1810 TO BE :{31LLED: BLACKMORE-PROJECT ADDRESS: r 2JQ5_~UTHeEEORD-RQAD CARLSBAD, CA 92008 CONTRACTOR: BLACKMORE-RUTHERFORD INVESTMENT RUTHERFORD INVESTMENT ARCHITECT:PROGRESSIVE IMAGES, INC. ENGINEER: R2H ENGINEERING BUILDING PERMIT NO.: 960212 SPJ;C. NO.: · SAMPLE DATA -· REPORT OF:..x_ CONCRETE __ MORTAR _ GROUT _ OTHER SUPPLIER: NELSON & SLOAN PLACEMENT DATE: 12/04/96 MIX DESCRIPTION: 520 C. 2500 TICKET NUMBER: 593775 MIX NUMBER: 6538 TIME IN MIXER: SLUMP: 6" ADMIXTURE: TYPE CEMENT: II DESIGN STRENGTH:L.1J.QQ] CONCRETE TEMP: 72°F AMB. TEMP: LOCATION OF PLACEMENT: S/E LIMITS OF PARKING LOT SPECIAL TEST INSTRUCTION/REMARKS: 1@7, 2@28 REQUIRED STRENGTH (F'C): 2500 PSI AT 28 DAYS SAMPLES MADE BY: CTE DATE REC'D IN LAB:12/05/96 LABORATORY DATA LAB DATE DIMENSIONS TEST AREA MAX LOAD AGE CNTRLNO. TESTED IN INCHES SQ. INCHES POUNDS 12A 12/11/96 6X12 28.27 62,000 12B 1/2/97 6X12 28.27 93,000 12C 1/2/97 6X12 28.27 93,500 .. ------~---. COMPRESSIVE STRENGTH PSI 2,200 3,290 C[uil REVIEWED BY: DATE: , /z~/37 I All sampling and testing conducted in accordance with ASTM S ard Designations C31-91, C39-86, Cl38-92, Cl43-90, Cl72-90,Cl73-93, C231-9lb, C470-93a. CSll-92, C617-87, Cl077-92, Cl231, E4-93, El71-87 CONFORMS: ~ES NO DISTRIBUTION: 1) THE BLACKMORE COMPANY 1) BLACKMORE-RUTHERFORD INVESTMENT 1) PROGRESSIVE IMAGES, INC. 1) R2H ENGINEERING 1) CITY OF CARLSBAD/BUILDING INSPECTION DEPARTMENT 1) JOB FILE GEOTECHNICAL AND CONSTRUCTION ENGIN~ERING TESTIN<P~~~ Date: To: From: Re: 1 O January 1997 Eric Jensen, EsGil Corporation Principal Building Inspector Carlsbad Modifications to the NEC, and Project CB96-2077 A design build contractor for the above project wired the walls w/ A-C Cable. As you may remember, that product is not allowed in Carlsbad for other than R occupancies. The plans did not specify the type of wiring system required. The contractor will be changing this out. Please have the designers note on the plans that Type A-C Cable is prohibited or they may specify EMT, Alflex w/ ground wire, or MC or AC Cable assemblies w/ integral ground. I have included a copy of our adoptive ordinance so you will have all of our little anomalies. Thanks, PATRICK KELLEY Principal Building Inspector CC: Inspector Phillips • Page 1 CONSTRUCTION TESTING & ENGINEERING, INC. SAN DIEGO, CA • RIVERSIDE, CA • VENTURA, CA • MODESfO, CA • LANCASl'ER, CA • LAS VEGAS, NV • SEATI'LE, WA 2414 Vineyard Ave. 490 E. Princeland Ct. 1645 PacificAve 3540 Oakdale Rd. 4215610th St W. 4560 S. Valley View 235 S.W. 41st St Suite G Suite 7 Suite I 05 Suite AZ Unit K Suite A-3 Renton, WA 9805; Las Vegas, NV 89103 (206) 656-1266 Escondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Modesto, CA 95357 Lancaster, CA 93534 (619) 746-4955 (909) 371-1890 (805) 48~475 (209) 551-2271 (805) 726-9676 (702) 795-2278 (206) 656-1265 FAX ENGINEERING, INC. (619) 746-9806 FAX (909) 371-2168 FAX (805) 486-9016 FAX (209) 551-3593 FAX (805) 726-9676 FAX (702) 726-4485 FAX REPORT OF COMPRESSION TESTS PROJECT: LOT 52 CARLSBAD RESEARCH CENTER PROJECT ADDRESS: \~JQ?_RJJ---TH=_ =-~-RF---O~RD--:_-R-O_AD_q PROJECT NO.: 10-1810 TO BE BILLED: BLACKMORE- CARLSBAD, CA 92008 CONTRACTOR: BLACKMORE-RUTHERFORD INVESTMENT_ RUTHERFORD INVESTMENT ARCHITECT:PROGRESSIVE IMAGES, INC. ENGINEER: R2H ENGINEERING BUILDING PERMIT NO.: 960212 SPEC. NO.: SAMPLE DATA REPORT OF:.,X_ CONCRETE _ MORTAR _ GROUT -SUPPLIER: --PREMIX ·PLACEMENT DATE·: MIX DESCRIPTION: 4000 PSI, 1" RK TICKET NUMBER: MIX NUMBER: 4033102 TIME IN MIXER: SLUMP: 3¾" ADMIXTURE: OTHER 10714/96" 79169 105 MIN TYPE CEMENT: II . DESIGN STRENGTH: 4,000 CONCRETE TEMP: 78°F AMB. TEMP: LOCATION OF PLACEMENT: "POUR STRIP" LINE A/8-5 TYPICAL SPECIAL TEST INSTRUCTION/REMARKS: 1@7, 2@28, I HOLD REQUIRED STRENGTH (F'C): [4000] PSI AT 28 DAYS SAMPLES MADE BY: CTE DATE REC'D IN LAB:10/15/96 LABORATORY DATA LAB DATE DIMENSIONS TEST AREA MAX LOAD COMPRESSIVE AGE CNTRLNO. TESTED IN INCHES SQ. INCHES POUNDS STRENGTH PSI llA 10/21/96 6X12 28.27 111,500 3,940 llB 11/11/96 6X12 28,27 114,000 4,030 llC 11/11/96 6X12 28.27 127,000 r47490J -- HOLD llD· ---· -• . ----------·-------.. -------. ,5rrt~T1'~fM A - DATE: / / / 27 /216 REVIEWED BY: All sam lin and testin· conducted ilfaccordance with ASTM Standard Designations C31-/i:C39!86, C138-92, C143-90, p g g C172-90,C173-93, C231-9lb, C470-93a, C511-92, C617-87, Cl077-92, C1231, E4-93, E171-87 CONFORMS: __(yES _ NO DISTRIBUTION: 1) THE BLACKMORE COMPANY 1) BLACKMORE-RUTHERFORD INVESTMENT 1) PROGRESSIVE IMAGES, INC. 1) R2H ENGINEERING 1) '~tTY C>~ C~ARLSBAD/BUILDING INSPECTIO~ DEPARTMENT 1) JOB FILE C:\PROJECTS\101810\LAB\I I.WPD GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO • CORONA• OXNARD • RENO • SEA TILE • LAS VEGAS ENGINEERING, INC. INSPECTION REPORT PROJECT NAME: er«; -lOr §2- ADDRESS:· c·':2 fO ef~:tJ-FififR~ Rf), Crl:RL2 BAP ARcH1TEcr: fROGR£Szr vc rmA.C2c5 p -:i.. !-1 ENGINEER: ---11-\...,___,_q__,___ _______ _ CONTRACTOR: G£f1/7:(JS ( INSPECTIONDATE: //J-'J,.'2_ -~ PLANFILE: -~~--------- BLDG PERMIT: ___ Z~;6~0~b~/.,_......_'.L ____ ~ OTHER: _____________ _ Material Sampling PAGE OF CTE JOB# ro-1e10 REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL.STEEL. ( ) BOLTS ro l7flf" NAME:(PRINT) AL CACA-5 SIGNATURE: a.£-~---- CERTIFICATION NO.: ~::,::::....-=--i.,...ec,3..c.J'...,.~=--------- GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONDIDQ1 CA ~2029 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• MOPESTO •CORONA• OXNARD• RENO• SEATTLE• LAS VEGAS INSPECTION REPORT PROJECTNAME: C-l<C-LOr 52.. ADDRESS: ,~7_V-~8.Tltfl~Fi2llf),-:=B,15 C4&,2'?t4/2 ARCHITECT: f l<.06/?.e:Sz Iv~ ,f)). jJ ENGINEER: --~~-YCI--'-------'------ . CONTRACTOR: ___,G~€i1.:...Y..1o.:T0~·+t--------'-- INSPECTION DATE: _._,./{)-.....-;l_'--'t--(-~'t-b~· ____ _ PLAN FILE: ___________ _ BLDG PERMIT: 9'6 G) .2 / 2 Material Sampling PAGE OF CTEJOB# lt.7-(510 REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS ') -a) Rt313AR TO a~t1t11 1r-r t..rrvr;2 c/s-eet r2rn,l: ~-1 t1 PE1-?.,. fZW/2/zP IJeT&r L-16/s-/O,. NAME: (PRINT) Al--CAc.-fr7 SIGNATURE: ~ ~ CERTIFICATIONNO.: !;..23~ ~'l/-7'{-0 GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONPIDQ,. CA 9,2029 (619) 746-4955 FAX (619) 746-9806 ~.. . ... ' ·.:: CoNSTRUCTION TEs~G & ENGINEERING, INC. ESCONDIDO• MOP ESTO •CORONA• OXNARD • RENO • SEA TILE • LAS VEGAS INSPECTION REPORT PROJECT NAME: C/<[_,,, lo7 ~J_ ADDRESSt, );(O:?z;c:~ufi!EffEQ·-rA.-~p--_-..i?_J), U~LS[3tr0 ARcmTEcr: ~f1<~a~r:;~ts-~~zt~11_6~-f~tv1~A-G_e_2 __ &? )_H ENGINEER: ----=-1\....,___ ___ -'--______ _ coNTRACTOR: G ew ro'":? 1 INSPECTION DATE: _;..x/Q'----_,_,{~&,---C/....,.'h ______ _ PLANFILE: __________ _ BLDG PERMIT: -C/6 (!) ){ ).. OTHER: ___________ _ Material Sampling PAGg_ OF CTEJOB# /tJ.-/1:5!0 - REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( )STRUCTURALSTEEL ( )BOLTS -~iioij;·:PB6$'Ress'.:"·:"" . ' "'_: .\-"/ _:·'.:;-,-~,\~~-~ ·t:_ ',-;_ ~,:-1,:~-:::<-~-..:~_,--.y-,:·:~t:-:.:-~ - ffloVIIJ6.fJ -ttl~?t/A:l-Fl£l...D we lcfJ rN 0 lfV9JPECT!Qn/ (A&eeor~D w'G"L..'QIA(G tJ f MEZZ-frt/U/6 L.€</el.c aJtf/µECVQ/16 &T- < u-AM ooA)fl/; eteA r€s Ar A,s,, 72;;;.,, B3 er'r MO#(q t.-1 tv£ q t'£R penJJL !2/19-// - -~ C~ .,,) <P Ro/6 FOR,, tzf/EA:& WAlc __ #OLD PowJJf? Pt;R, F/LG, l.fiPV!l(SJ111;~75 -0, -"!?/q---~ ROD? A-T k:t+fVi21»1w -l-1A1/3.-5" ee-g 7/&z-l'f: . NAME: (PRINT) frl,, Ct\C-A' CERTIFICATION NO.: '72 27 ~ I !3lf 11./t2 l SIGNATURE: a./?-~ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 4414 VINEY~RD A VENU~ SUIT$ G ESCONDIDQ;Qe,.·9f029 (619) 746-4955 FAX (619) 746-9806 -. ~ , ,. ·, ' CoNsTRucnoN TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO• CORONA• OXNARD• RENO• SEATTLE• LAS VEGAS ENGINEERING, INC. INSPECTION REPORT PAGE OF PROJECT NAME: e,,fL,-lQr §2.. ADDRESS: 12;[ tfz-'7tilfi1£KFOJeJ2. 8.cJ-: 6fr~lbMD ARCHITECT: ff(?/JC;,(?.f.i,GiUE ( fY(frG,e S ENGINEER: _..,_B,.__2__,...,ff...__ _______ _ CONTRACTOR: G£N 77)~ I INSPECTION DATE: --1-/-=0'-----'-/_,?<-----~...,.~:;,L------ PLAN FILE: ___________ _ BLDG PERMIT: C/ K> (2 ')_/ J.. OTHER: _____________ _ Material Sampling CTE JOB # _/<!2'---1-/_...~'-'-/....,0"----REPORT # ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS ,- .PeR :i , 11 c, ;3 -1tt1 et<.OG e fi=C? J I J J 13/2~1 I fllVCztMetil<fo A:L,-reff/./t+Tt; · NAME: (PRINT) tJt CK,,Ac; SIGNATURE: Ce.e,, ~ CERTIFICATION NO.: .... z:._i~'3'"""";i4!J ...... · .__ ______ _ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO,:Q:A-92029 (619) 746-4955 FAX (619) 746-9806 CoNsTRucnoN TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO• CORONA• OXNARD• RENO• SEATTLE• LAS VEGAS ENGINEERING, INC. INSPECTION REPORT PROJECT NAME: ....... f_o-.........f_-::#___,,.,Sac..,2 ____ _ ADDRESS: £ t,.Q·,5::_Jc~~.£~~Av~ '.J _ c.~·ks b&J ARCHITECT: _-.:...P ....... f?.-0.=>C.~-l?-=-.-"CE._JJ' .... l:.....a.\)'-e_.,=---- ENGINEER:~-______ '2.._::,.z~H ___ _ coNTRAcroR: -.~G""----'-'E...,.Q~cs=-i _____ _ INSPECTION DATE: I O / ! "1 f '-1. <e I l -PLAN FILE: ___________ _ BLDG PERMIT:_g-l--Ul-ft2'---"-6--""~"""'/~2 ______ _ OTHER: ____________ _ Material Sampling PAGE OF I o-lB"/:O -I CTEJOB# REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS c= Lcf~kldc/46;;;.g;;+=~GG @ RM21lIS 4.Hrdlb·e~ \,,S H I M bed u.J ,;d l r / YJ-Il _ } pe te., l 3 ,/S-1 I GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYA;Im A ~NUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO• CORONA• OXNARD• RENO• SEATTLE• LAS VEGAS ENGJNEERING, INC. INSPECTION REPORT .i' ARCHITECT: 4 ,¾· tl/lil?' 1·.,, ¼,Vic"< p, ./ , ;:;;, ENGINEER: __ ..... -~""'Ll._.e.-%'u.t'~....c9-::""-__._d:.,__~"'""5'"':r;, .... 7 ~· ___ _ CONTRACTOR: __ ...,.C"-"-t:::-"'&l"-"-;-'-'<2"'-'-.S: ..... /i_-__ -'------, INSPECTION DATE: __ .;c_/_C?-r/_/g"---r/--"-9=6 ___ ---,-7 7 PLAN FILE: ---'-------------"-- BLDG PERMIT: ___ __.Z'-"~"-----'-0--"2=/_,:Z=------- OTHER: __ --,-___________ _ Material Sampling PAGE_I_OF~ CTEJOB # /t'-/E/0 REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS r .... -. ll;pzlta•lt,t,j r;;P-/4'.cee:. ·§v:5'.&M /.5 4~at:aKf,:MW7 <JO/~ r 4"71?4:kl @ Vfr.1.11L NAME: (PRINT) _t..__,.f-.(A~-~=....'---'-"-~---- CERTIFICATION GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A.VENUE $UITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 INSPECTION REPORT tt te;a g,C C4MI-·) 4 S: PAGE 2 OF .:Z: CTEJOB# /C7 ,~ /8'10 /CJ//.ts/9~ 7 EurtcJ MVM¥aavr:r , ;, zi,;::--4<V2 /., y w4 s <1:ls&7 41,114·(-" J , .Certification ofCc;impliance: All work, unless otherwise·noted,·complies·:with the approved plans and specifications and the ui:iiform building c<Xle.' . . ,.· .· NAME: (PRINT) dL J/;tr/ HP/1.-IF CERTIFICATION~------------- CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO •CORONA• OXNARD • RENO • SEA TILE • LAS VEGAS ENGINEERING, INC. INSPECTION REPORT PROJECT NAME: frzl 3g (a-~ 4:ril Uy) ADDRESS: ~C? ff{f ~" ·~%l_;-&€~a~ C,,ht.ld,:,.J. cmr. 7 ARCHITECT: ~j<t1'4"£Uvc vuyu.:-f' ENGINEER: >~a-t2a. -tr: &~a- .,,,--CONTRACTOR: (:CL.:M /o sE INSPECTION DATE: __ /_0--,,· ..... /_/_7--,,...../~9~~----7 7 PLAN FILE: ------~--------,--- BLDG PERMIT:_~~?~6-_-_0_~_/~g~---- OTHER: ______ ~-------~- Material Sampling PAGE_I_OF_L CTEJOB#_/~C~1_-~/~~~&~l=O __ _ REPORT# _______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS , . . 4fa4cee&c,J N4l1/L Ci/,f £ (N ,/hU'Y,4<1:f"i IN tAf /&ed (?I.;: 7/4.,- NAME: (PRINT) _...-,,q....«.=.C-....<~='--'-"'-........_....,--'---- CERTIFICATION GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONDIDO, CA ~;?.029 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO• CORONA• OXNARD• RENO• SEATTLE• LAS VEGAS INSPECTION REPORT PAGE_l_OF~ CTEJOB#_/;~l~'--~/,_'8:,-/._'(2 __ _ REPORT# __ ~----- .) ARCHITECT: ~q/!,£.f55i t/cr /M4,q4:-s l ,;, . .;, ~1\t1&~t,•; tA~'SQ~~\;,;,-,:,,.: ~~9-'0'I;"' ENGINEER: _ _;,....7.:;;;..-,,_~:...~:,~'?f.=-<-='/f!.=--_<1-.:...---"-'lf.'--'$."--:s:;;;..·=o....;. _____ _ ;, CONTRACTOR: __ G=-=~:...· ',l/----'-"Tc,_c_s_c _______ _ INSPECTION DATE: ---'-/._,,'P-;0_/_~..,,../-"-':?t:'=-----, , PLANFILE: _______________ _ BLDG PERMIT: ___ -'-~-~-""'"'"". _o-'-;Z-'--/_2 _____ _ OTHER: _______________ _ ·,,: . · · -· , ~'-' ~;H;S,,BO.L'l". , . · 1ia~~-_5:iiti;JJ;d*t Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS 7 . g/4,,d-(C W,M fi4pq4(('5S,--,,,,../"1 c:7d'M ,$,.,.z¼ A'/;'f,·;:.7jf 4«.,d , 2<"E'/$ s'?G#-t , r/ / Mt?V-'A-:Jt MNtt&cZ #ff . &i;z , p ,2<lu:li1:-a-d <i:tVC &re ,.9·«ffct: « . r , q/,f'f t.t/1/h (4/ //M,/6 J checl?,·--cJ ,;;,-u1--1ua«-' 4/,:;, CERTIFICATIO GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYA~D A VENU~ SUITE G E;iCQNDIDO, ~A <:12029 (619) 746-4955 FAX (619) 746-9806 -lir I-U:'Xte4-e ,.. ---~-- ~=--··· ~ r l J. , CoNSTRUCTION TESTING & ENGINEERING, IN~. SAN DIEGO, CA • RIVERSIDE, CA • VENTURA, CA • MODESTO, CA • LANCASI'ER, CA • LAS VEGAS, NV • SEATI'LE, WA 2414 Y-meyard Ave. 490 E. Princeland Ct. 1645 Pacific Ave. 3540 Oakd21e Rd. 42156 10th St W. 4560 S. Valley View 235 S.W. 41st St Suite G Suite 7 Suite 105 Suite A2 Unit K Suite A-3 Renton, WA 98055 Escondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Modesto, CA 95357 Lanwter, CA 93534 Las Vegas, NV 89103 (206) 656-1266 (619) 746-4955 (909) 371-1890 (805) 486-6475 (209) 551-2271 (805) 726-9676 (702) 795-2278 (206) 656-1265 FAX ENGINEERING, INC. (619) 746-9806 FAX (909) 371-2168 FAX (805) 486-9016 FAX (209) 551-3593 FAX (805) 726-9676 FAX (702) 726-4485 FAX PROJECT: PROJECT ADDRESS: REPORT OF COMPRESSION TESTS LOT 52 CARLSBAD RESEARCH CENTER ,~2ros·:RUTilERFORD ROAD \.. --~ .. : .. ------. PROJECT NO.: 10-18!'0 TO BE BILLED: BLACKMORE- CONTRACTOR: CARLSBAD, CA 92008 BLACKMORE-RUTHERFORD INVESTMENT RUTHERFORD INVESTMENT ARCHITECT:PROGRESSIVE IMAGES, INC. ENGINEER: R2H ENGINEERING BUILDING PERMIT NO.: 960212 SPEC. NO.: SAMPLE DATA REPORT OF: ___ CONCRETE _x_ MORTAR _ GROUT _ OTHER SUPPLIER: JOB-MIX PLACEMENT DATE: 09/18/96 MIX DESCRIPTION: TYPES -MORTAR TICKET NUMBER: MIX NUMBER: TIME IN MIXER: SLUMP: ADMIXTURE: TYPE CEMENT: II DESIGN STRENGTH: 4000 CONCRETE TEMP: AMB. TEMP: LOCATION OF PLACEMENT: 1ST COURSE (12" X 16" X 8 MASONRY UNIT) SPECIAL TEST INSTRUCTION/REMARKS: 1@7, 2@28. REQUIRED STRENGTH (F'C): 1500 SAMPLES MADE BY: CTE/RJ ,"' ': '"', PSI AT 28 DAYS DATE REC'D IN LAB: 9/20/96 LABORATORY DATA . DIMENSIONS ·,MAX LOAD ' --' LAB ·DATE TEST AREA AGE CNTRLNO. TESTED IN INCHES SQ. INCHES POUNDS 9A 09/25/96 2X4 3.14 6,450 9B 10/16/96 2X4 3.14 8,100 9C 10/16/96 2X4 3.14 8,300 ~~ COMPRESSIVE STRENGTH PSI 2,050 2,580 2,640 REVIEWED BY: DATE: / o/25 /B6 All sam lin and testin conducted in-accordance with ASTM Standard Designations C3141, C3~-86, C138-92, C143~90, p g g Cl?'.?-90,C173-93, C231-9lb, C470-93a, C511-92, C617-87, C1077-92, C1231, E4-93, E171-87 CONFORMS: ~ES NO DISTRIBUTION: 1) THE BLACKMORE CQMPANY 1) BLACKMORE-RUTHERFORD INVESTMENT ' 1) PROGRESSIVE iMAGES, INC. 1) 'R2H ENGINEERING 1) CITY.OF.CARLSBAD/BUII.;D°ING INSPECTION ---~-.,h,,._,e], --- DEPARTMENT 1) JOB FILE ,... .,,. __ -~. . . ; ., C:\PROJECTS\101810\LAB\9.WPD GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO • CORONA• OXNARD • RENO • SEA TILE• LAS VEGAS INSPECTION REPORT PROJECTNAME: fr2/j"'g {7J;r .5Avtt. 1114) ADDRESSi-qj.(i~----~;;1J~-;) ~-:,; ~~· . ----'"----" LA-A L1 &,,,,.J , Gtd'::·, ;I ARCffiTECT: -~"' c;, tltr 5.5,, vV /~ LC1 ~~ ENGINEER: ',1/Vi7?f.-+-: /45i:2, CONTRACTOR: __ C.~h-"N-·_,._f_c,_s_a~.,-,------- INSPECTION DATE: ___ /,_&?....,,/~"~¥~/~?-~----/ 7 ' PLANFILE: ______________ _ BLDG PERMIT: __ ~Z~t:_-_t!J~-Z~/~:2~----- 0THER: __________________ _ Material Sampling PAGE~OF_I_ CTE JOB# /t' -/6?/ CJ REPORT# _______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS J I ·7 --- 4!r&c~0J e/-t•r £11?:Lzv:rt'nJ eti-z«< -ttac0r Lcc<-:,-·z;;:,, I, TJ d: Sc b r< t. L_erc d GA./ c. ,e,w,. eC. 3/ ::rke:::1 ;> -0/,,/c.--1J4 I c:,-a,c1c:,:J . l ,_,,1,rlc It /,f NAME: (PRINT) --,£---,-,..1,-c,.c.,~__.<:,~'-=-'~-=---__;_,-- CERTIFICATION GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYA.RD A VENUE SUITE G E~CQNDil;>O, C-A 92029 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA• OXNARD • RENO • SEA TILE • LAS VEGAS ENGINEERING, INC. INSPECTION REPORT PROJECTNAME: bl-,{°.2 {& 5/urd ~) ADDRE.:.S:S:· ·52r[O'tJ~~-=-Rcti72cl2-f~ ------------ UHlL s: 6,g d . CA if. ;;, ARCHITECT: /?t2t!?Ja1::1;-s:1w;' V?d:J C:'i ENGINEER: 3/2.¢:A:a + d.5.£<'2 CONTRACTOR: <f4:N1a.5i; INSPECTION DATE: -----"/.--'-'O~/-B+/-?_~---- PLAN FlLE: ______________ _ BLDG PERMIT: __ ~Z~'6_-_0_.2_/_.2.. _____ _ OTHER: ______ -,--________ _ Material Sampling PAGE_!_ OF_!_ CTE JOB # /0 -/Bl o REPORT# _______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS r , ll AJefifm&:?Pd, dy-A/u~J frrvcL't-o/f7 &·eE 'its:&M 1,5 d 5c/j,.,,/l6'"/L - GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 7 CoNsTRucnoN TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA• OXNARD • RENO • SEA TILE • LAS VEGAS ENGINEERING, INC. INSPECTION REPORT :~~~~~::SL~::~~'.RO ftvf CMiLs b&a · ~-· ) ARCHITECT: &o 9 r E ,s 5 I \) e I ENGINEER: f2. 4, w CONTRACTOR: _G_£_t:£_·~oS-,......I _____ _ INSPECTION DATE= i o / 1 s/ q ~ PLANFILE: ----~------- BLDG PERMIT: CJ (o 0~ / 4 Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) STRUCTURAL STEEL ( ) BOLTS NAME: (PRINT) --------'--~----r-.,.__,_~i------ CERTIFICATION NO.: _3__,8-.. ...... J-.~l~~~----- PAGE OF CTEJOB# LO-IRT"o - REPORT# ______ _ ( ) MASONRY BLOCK ( ) REBAR GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUJ;: SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 CoNSTRucnoN TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO• CORONA• OXNARD• RENO• SEATTLE• LAS VEGAS ENGINEERING, INC. INSPECTION REPORT PAGE OF CTEJOB#_I-O~--'~8.-L~O"--_ PROJECT NAME: __:::,(.'-"'o:....Lf:_-Ffi_.-:;.;3"..<:....;:..._ ____ ~ REPORT# ______ _ ADDRESS:--~?:lfa-§"-:--,€ cifaM~7£:a ~·6&-o ARCHITECT: P&-.Jes.sn vL ENGINEER: . R~ H CONTRACTOR: _G-..-...... ~=-=----C ...... SA:..:....------- INSPECTION DATE: / 01/~19-f,, f I PLANFILE: _-_________ _ BLDG PERMIT: 9 (o 6 d /2_ • > OTHER: _______ -"--~-- '}:, i'~,~ Material Sampling ('°'1 CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS NAME:(PRINT) ~ 1))/4-c{f"a CERTIFICATION NO.: cS ~~OS GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTI N 2414 VINEYARD A VENUE SUITE G ESCONDIDO, CA 9~029 {619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC.· ESCONDIDO• MODESTO • CORONA • OXNARD • RENO • SEA TILE• LAS VEGAS INSPECTION REPORT PAGE_LoF_(_ ARCHITECT:;?~ ~ ENGINEE~ ~~ CONTRACTOR: . INSPECTION DATE:/tf?,,--I -tj6 PLANFILE: -----------~- BLDG PERMIT: 76 0 J! (;l, OTHER:5,.1) • t!.oAJSf, u),e (ch'~ CTEJOB# /O -/ B/D REPORT# ______ _ i': f~~~rt"' Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS :~-~~~>1{~~~t~~J!~~w~;,,~~fjCitI~. . e::J?~NL ~a:(~~~~ at-= Lt'tv e 3 e c. -t-.]J 4&a,. h5t2-, L:2. o:n ~ s-1 3 £ 'Z& w-ea41*{~ t'r--~&~ d.L/e.e I e cs~ 1 e 1), _f~ .&i<1~ j-<1all 4&1~ egpI#" ~~g~er..(<,, ~::to=: ,:J.,,,~ 4~aLL../tve.. ~ €C ~.3 eB fU::t'.?.-:. I :~{1!:~'.~~~~~t~:~i~~t~~:~,,,-/_ NAME: (PRINT) DAVID A. POPIELA SIGNATURE::_,.L!~~=:&Z'L/.,r__µ.~~~~=- CERTIFICATION No.:5, D, tJ 13 B 7..cc.B D-316 st r . GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 ,. CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA• OXNARD • RENO • SEA TILE • LAS VEGAS ENGINEER1NG, INC. INSPECTION REPORT ARCHITECT:\~ ENGINEER:1!__,__=~:.....>...>:..._._~9"'~==~=--_::;_;~'---- CONTRACTOR: -~ INSPECTIONDATE: /0 -,,;i. ,.... '? b PLANFILE: -~---~------ BLDG PERMIT: '!'6 o ;i.., I~ OTHER: S,'Dt.~./,J~ Material Sampling PAGE_}_OF--{_ CTEJOB# /Q-I Bl o REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS NAME: (PRINT)" . SIGNATURE:c.k.~~~~4--.LS;~~~~ CERTIFICATION NO,: s.]),.,. &Jt£?sj'zcB t? r 3 ~,.f 6 / GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO• CORONA• OXNARD• RENO• SEATTLE• LAS VEGAS ENGINEERING, INC. INSPECTION REPORT PROJECTNAME: c~ Lo± ·~ ADDRp:SS:--2-..to $--,!J<'*'-fr'h.:Ck:rhe-cJ. C-0 i1rs·~ _____ ,___ --------, ------ AR(::HITECT: Sfe..l '-1-;5 .r:c:v\oe.,_.... ~NGINEER: ~~ \+ ~~- CONTRACTOR: (}, :9 k\.. ¼.1 '1 INSPECTIONDATE: l 0-\ \ -7k PLANFILE: ___________ _ BLDG PERMIT: 'f (. () ')... I '2.- 0THER: _ 1 ~ 00 '¢Q 1 t_ 0 -0 ~-:¥\t" \ z..:.a i> ... .__ ~ ·, ao ~-x:'1 Material Sampling PAGE OF CTEJOB # r c-, ua REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS ~~~~~·~'.~~P,,.:!v~~~i:'.1Jfg~\:i#:,~~ g__.+ ;! ct:> c • Ov *-lh:C? &if XJ b ol +;;. ~.... Me.z z , t,A'-~II\ e, \ cd 71 e. ~ ~ _ w 1;...)cl p \.c.....+w . D.. -\-o-k \ ¢ ~ ~ Lo -M,,~ ~ l i,... J pe c::h;..J 1 CC? u¾ v-]M.s-J :::H:2 e...\l\, y t ~A e..c;w -' \f: <::.t-U \ ~ e. ~ d e__J •• C:, \ • CERTIFICATION NO.: ---'S=-_3_____._l__,~==--=--'---____ _ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO• CORONA• OXNARD• RENO• SEATTLE• LAS VEGAS ENGINEERING, INC. INSPECTION REPORT PRoJEcrNAME: cRc-Lor .£2 ADDRESS: rr;i.7c:75-p;omeR~@75 CAtl~'.$D ARCHITECT: BR Uv6" w. 2,ei tt/GR.A !3€R _ R2 H· ENGINEER: u _ {?'M(btt/£ £~ I tt((o CONTRACTOR: WEA/T(J2 / ~~...._._.--+,------- INSPECTION DATE: -L ..... Q..,,__~-""-·-...;,'l.a,h'--------- PLAN FILE: ___________ _ BLDG PERMIT: C/'60 ?.._{ 2- OTHER: ____________ _ Material Sampling PAGE_OF_ CTEJOB# /0~(~10 REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL · ( ) BOLTS _';:~~{~~~\¥'f~K .i~;;~~~!f?tJ~! f'10NtrOR60 l&f&t: t{ll!i?,AlA,, ATtOIIJ OF #-t.( R€M .i /)OW&t,S fr r -fA~L tt2 --eawrn of PAN'EL AiVP Ar: F0 or1fl.l&5 NAME: (PRINT) A/..,.. C::~ SIGNATURE: CR£. ~ CERTIFICATION NO.: -=5'c__,..lf...._·7-"~--i(J'--______ _ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. SAN DIEGO, CA : RIVERSIDE, CA •· VENTURA, CA · • MODFSl'O, CA • LANCASTER, CA • LAS VEGAS, NV • SEA1TIJ!, WA 2414 Vineyard Ave. 490 E. Princeland Ct. 1645 P2dfic Ave.. 3540 Oakdale Rd 42156 10th St W. 4560 S. Valley View 235 S.W. 41st St Suite G Suite 7 Suite 105 Suite A2 Unit K Suite A-3 Renton, WA 98055 Escondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Modesto, CA 95357 Lancaster, CA 93534 Las Vegas, NV 89103 (2o6) 656-1266 (619) 746-4955 (909) 371-1890 (805) 486-6475 (209) 551-2271 (805) 726-9676 (702) 795-2278 (2o6) 656-1265 FAX (619) 746-9806 FAX (909) 371-2168 FAX (805) 486-9016 FAX (209) 551-3593 FAX (805) 726-9676 FAX (702) 726-4485 FAX REPORT OF COMPRESSION TESTS PROJECT: LOT 52 CARLSBAD RESEARCH CENTER PROJECT ADDRESS: L.2105-RUFHE~ PROJECT NO.: 10-1810 TO BE BILLED: BLACKMORE- CARLSBAD, CA 92008 CONTRACTOR: BLACKMORE-RUTHERFORD INVESTMENT RUTHERFORD INVESTMENT ARCHITECT:PROGRESSIVE IMAGES, INC. ENGINEER: R2H ENGINEERING BUILDING PERMIT NO.: _960212 SPEC. NO.: SAMPLE DATA REPORT OF: _x_ CONCRETE SUPPLIER: PRE-MIX MORTAR __ GROUT _ OTHER PLACEMENT DATE: 08/30/96 MIX DESCRIPTION: 4000 pump MIX NUMBER: 4033102 SLUMP: 3½ TYPE CEMENT: II CONCRETE TEMP: 84 ° AMB. TEMP: LOCATION OF PLACEMENT: TILT UP PANEL #10 SPECIAL TEST INSTRUCTION/REMARKS: 1@4, 1@7, 2@28. REQUIRED STRENGTH (F'CF=~? SAMPLES MADE BY: CTE/PP TICKET NUMBER: 67014 TIME IN MIXER: 85 MIN. ADMIXTURE: DESIGN STRENGTH: 4000 PSI AT 28 DAYS DATE REC'D IN LAB: 9/3/96 LABORATORY DATA AGE LAB DATE DIMENSIONS TEST AREA MAX LOAD CNTRLNO. . TESTED IN INCHES SQ. INCHES POUNDS s 7A 09/03/96 6X12 28.27 101,000 7B 09/06/96 6X12 28.27 103,000 7C . 09/27/96 6X12 28.27 138,000 7D 09/27/96 6Xi2 28.27 143,500 0 ~ REVIEWED BY: . DATE: / 0 /8/!!J6 r'. ':,1 All sampling and testing cond cted in cordance with ASTM Standard Designations C31L!H, C39-86, C138~92, C143-90, C172-90,C173-93, C231-91b, C470-93a, C511-92, C617-87, Cl077-92, C1231, E4-93, El71-87 . ·tni CONFORMS: ~S _ NO . ·,. DISTRIBUTION: l)THE BLACKMORE COMPANY !)BLACKMORE-RUTHERFORD INVESTMENT 1) PROGRESSIVE IMAGES; INC. 1) R2H ENGINEERING 1) qTY,OF CARLSBAD/l3UILDING INSPECTION ~ . . !2_~~ ARTMENT 1) JOB FILE- Form 910 -Rev. 06-10-96 File 40 GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ENGINEERING, INC. PROJECT: CoNSTRUCTION ThsTING & ENGINEERING, INC. SAN DIEGO, CA , RIVERSIDE, CA , VENTURA, CA • · MODESTO, CA • LANCASTER, CA • IAS VEGAS, NV • SEA1TLE, WA 2414 Vineyard Ave. 490 E. Princeland Ct. 1645 P2cific Ave 3540 Oudale Rd 42156 10th St W. 4560 S. Valley View 235 S.W. 41st St Suite G Suite 7 Suite 10$ Suite A2 Unit K Suite A·3 Renton, WA 98055 Escondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Modesto, CA 95357 Lancaster, CA 93534 Las Vegas, NV 89103 (206) 656-1266 (619) 746-4955 (909) 371-1890 (805) 486-6475 (209). 551-2271 (805) 726-9676 (702) 795-2278 (206) 656-1265 FAX (619) 746-9806 FAX (909) 371-2168 FAX (805) 486-9016 FAX (209) 551-3593 FAX (805) 726-9676 FAX (702) 726-4485 FAX REPORT OF COMPRESSION TESTS LOT 52 CARLSBAD RESEARCH CENTER PROJECT NO.: PROJECT ADDRESS: \-2fOSJttJTifE_REORD~RO:AJ2.i CARLSBAD, CA 92008 BLACKMORE-RUTHERFORD INVESTMENT TO BE BILLED: BLACKMORE- CONTRACTOR: RUTHERFORD INVESTMENT ARCHITECT:PROGRESSIVE IMAGES, IN<;_, . ENGINEER: R2H ENGINEERING qJ': .. -. BUILDING PERMIT NO.: 960212 SPEC. NO.: l\ SAMPLE DATA ,~Ti);;:Th REPORT OF: _x_ CONCRETE MORTAR _ GROUT _ OTHER t( jj SUPPLIER: PRE-MIX .PLACEMENT DATE: 08/30/96 "tit:-:;·:;:;'" MIX DESCRIPTION: 4000 pump TICKET NUMBER: 67171 f&':--,;~F MIX NUMBER: 4033102 TIME IN MIXER: 65 MIN. (~f:~:1J SLUMP: 3 ¼" ADMIXTURE: TYPE CEMENT: II DESIGN STRENGTH: 4000 CONCRETE TEMP: 85°F AMB. TEMP: LOCATION OF PLACEMENT: PANEL SPECIAL TEST INSTRUCTION/REMARKS: 1@4, 1@7, 2@28. REQUIRED STRENGTH (F'C): G~ PSI AT 28 DAYS SAMPLES MADE BY: CTE/PP DATE REC'D IN LAB: 9/3/96 !k'I>,:•· ,, LABORATORY DATA -·· LAB DATE DIMENSIONS TEST AREA MAX LOAD '"'~..J}.~j1t) COMP!fflSS~ AGE IN INCHES SQ. INCHES STRENH'~"'f CNTRLNO. TESTED POUNDS 8A 09/03/96 6X12 28.27 83,000 E;ll,lf w 2,9~0 8B 09/06/96 6X12 28.27 100,000 3,570 SC 09/27/96 6X12 28.27 148,000 5,240 80 09/27/96 6X12 28.27 151,000 [5.7S]JJ::i " REVIEWED BY: ~rifttot A DATE: tOIBl.:36 All sam lin and testin conducted in'faccordance with ASTM Standard Desi ations C31"91 C'.39-86 C138-92 C143-90 p g g gn ' C172~90,C173-93, C231-91b, C470-93a, C511-92, C617-87, C1077-92, C1231, E4-93, E171-87 v"'/ CONFORMS: YES NO DISTRIBUTION: 1) THE BLACKMORE COMPANY 1) BLACKMORE-RUTHERFORD INVESTMENT 1) PROGRESSIVE IMAGES, INC. 1) R2H ENGIN~ERING I) C:!T_Y" OF CARLSBAD/BUILDING INSPECTION C: n]PARTMENT)1) 10s FILE Fonn 910 Rev. 06-10-96 File.40 GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA• OXNARD • RENO • SEA TILE • LAS VEGAS ENGINEERING,. INC. INSPECTION REPORT PRomcr NAM~.bttt/R..t.J) Cevfe/4. ADDRESS:~z,1.s-i€-;rtf,.~fflzech Ca,el5bctd_--------Ci; - ARCHITECT:~~gi1t.e.s:s/11 e 2m 4J e....:S ENGINEER: 7? ~ f I £ N_J . . CONTRACTOR: t:;'e.AI "/p.S1 • ~O>. INSPECTION DATE: o/ -/ 7 -96, PLAN FILE:--~--------- PAGE_L_OFL CTE JOB# /0 ~/Bio REPORT# ______ _ :=:B:~;e~; ~::..:Ye~/V3 I~c. r•,1;~~;~~~~:~~L Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTI)RAL STEEL ( ) BOLTS NAME: (PRINT) DAVID A. POPIELA CERTIFICATION NO.$,~ .. -Wl.{3aj-rc.Bo-"3768/ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONQIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO• CORONA• OXNARD• RENO• SEATTLE• LAS VEGAS ENGINEERING, INC. INSPECTION REPORT PROJECTNAME&telsh.11...t-JJ C:..evTe~ ADDREss: ;grc;-s:tt-;;:--s.~~ C,a~lsht:td CA. ~RCHITECT:?kg;z-e.~.s /ve k~ es ENGINEER:~ do ti E !V_!j, . CONTRACTOR: t; ett1fe.s.; 23~ o.S. INSPECTION DATE: 9 -I B -7 6 PLANFILE: ___________ _ BLDG PERMIT: 16 0 ~ I~ OTHER: l,Je/de,r. : Me c_--t'a 's t,Jg/J/@ .:I_u:., Material Sampling PAGE __f__ OF _i_ CTE JOB # / V -/ f:, la REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT -( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS /&, (3 I NAME: (PRINT) DAVID A. POPIEJ,A SIGNATURE:~~~,4~'....L~~:'.!:::.C~- CERTIFICATION NO.:>J), -i,,Ji.(38/cCBc> ~ 3 7 C,8/ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESC~NDIDO, CA 9~oi9 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• MOPESTO •CORONA• OXNARD• RENO• SEATTLE• LAS VEGAS INSPECTION REPORT ARCHITECT~ <;'_fl~ ENGINEER: le~ . CONTRACTOR:_ ~ • INSPECTIONDATE: 7-I 1--q b PLANFILE: ____________ _ BLDGPERMIT: CZ6c:>e?.-(~ oTHER/4J.e/de,e: /Jtac/q ~ t,Je~k., Material Sampling PAGEL OF _f_ CTEJOB# / CJ -1810 REPORT# _______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS NAME: (PRINT) DAVJD A. POPIELA CERTIFICATIONN0.:5,1). -Wtf36/zC&2-3 768/ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCQ~DIDO, <:;A ~2Q29 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO• CORONA• OXNARD• RENO• SEATTLE• LAS VEGAS ENGINEERING, INC. INSPECTION REPORT ARcHITEcr&o3.1C.es.slu e I/'I?~ es. ENGINEER: C(. cl H £_ '¥3 .' CONTRACTOR: u e1t1fosi 131c..o.s.. INSPECTION DATE: 4J -:J. 0 -'9 {:, PLANFILE: ------,-------~- BLDG PERMIT: '-j,6 C) ::h. _ f d-. OTHER:t..2elleR, 5 .1), CA/St l,).aH/~ . Material Sampling PAGELoFJ_ CTEJOB# / 0-1 BLO REPORT#_~----- ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS ,· >':·.0-C:·:· ~~:"'··-~~- ~~~:.:; -.~:-~;j:.,-:---·--~,_..;-,:;.·~.-~l;L ... ~r;5..t::..aa.--Z::Jf. NAME: (PRINT) DAVID A. PO PIELA · SIGNATURE: ~~.t:.t.::1~-::..L.....£...1.~~~~~- CERTIFICATION No.:S, 1) ,-W¥3sj.22:Eo-J ?68/ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCOtffiIDO, CA 92929 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO• CORONA• OXNARD • RENO •SEATTLE• LAS VEGAS ENGINEERING, INC. INSPECTION REPORT PAGE / OF / ARCHITECT:13~· ' J:~ ENGINEER: _______________ ~ I CONTRACTOR:~~ ......,:::;="-""'-'-"'U::..,O,,,::c.,,.,._ ____ _ INSPECTION DATE: q -e63 -9b CTEJOB# t0--/Bl?5 - REPORT# ------- Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( )FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS NAME: (PRINT) DAVID .A. POPlELA SIGNATURE~· ~~'.Zd~~@~~~= CERTIFICATION No.$; 1t -tJtf..3ey/Tcpo -2>?£8 I GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONDIDO, (;A, 92029 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MOPESTO • CORONA• OXNARD • RENO • SEA TILE • LAS VEGAS ENGINEERING, INC. INSPECTION REPORT PAGEL OF j__ ENGINEER: _p.:,,,€Q..LL~~~~i......!:::....::::=.:::=.).c__-,-- CONTRACTOR: ~~~~~~-----'--- INSPECTION DATE: q-;3 '-( --'f,6 CTEJOB# /D -/8[0 REPORT# ______ _ Material Sampling __ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS NAME:(PRINT) DAVIDA.POPZELA -SIGNATURE:~ ~ CERTIFICATION No . ..S:,.2), -i..> f(..:S~ C::-Bo .~ 3 ?6g/ {) GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARP A VENUE SUITE G ESCQNDIDO, CA 9io29 (619) 746-4955 FAX (619) 746-9806 ,. CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO • CORONA• OXNARD • RENO • SEA TILE• LAS VEGAS ENGINEERING, INC. INSPECTION REPORT PAGE _L OF L CTEJOB# (o ---I f>ro ARCHITECT:~ R4dl"'A.e-R ~#'12~ ENGINEER: 1c t-rct;.,4-, / l e e) CONTRACTOR: _'tf.-D"""'~:LJ.,O~::W,,,:::------ INSPECTION DATE:. -f -2.. s--9 c PLANFILE: ___________ _ BLDG PERMIT: f 6 t/ ~ f ~ OTHE~ .!) • lo,vc;f, Wetl/t!:ff'/JJ;A, 411,;&A_e Material Sampling REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS NAME: (PRINT) DAVID ,<\ POP..l~~ SIGNATURE: CERTIFICATION NO.:5, D=-w1.{3if/rt:..{30 ~ 3 768/ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUJTE G ~SCONDIDO, <;;A 92029 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA • OXNARD • RENO • SEA 1TLE • LAS VEGAS INSPECTIONREPORT PAGE I OF I PROJECTNAME~~y.l) ~ ADDRESSJ!;i~~~ ~ ARCHITECT~~~~ ~~ ENGINEER, i ~ ~ C($LJ CONTRACTOR: -=>i--..L--""-ICC4~-=-------- INSPECTION DATE: 'fl " ;(__ b -'f b CTEJOB# ID -I Bl& - REPORT# __ -'------ Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS NAME: (PRINT) DAVID A. POPIELA CERTIFICATIONNO.:SP,-~C,4o -3768/ SIGNATURE:~£~ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ES<;:ONDIDO, ~~ 920i9 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO• CORONA• OXNARD• RENO• SEATTLE• LAS VEGAS ENGINEERING, INC. JNSPECTION REPORT ARCHITECT:~~ <~4- ENGINEER: Jf~H ~-, {<-ee) CONTRACTOR: tL~- INSPECTION DATE: o/ -30 --i'6 PLANFILE: --------~--- BLDG PERMIT: u O). I ;;,. OTHER:),.!). t!,vvsf:wel4J/A-A, u c'f;:c:Ae Material Sampling PAGE__L__OF_l_ CTEJOB#~l~O_-~1-B~toc._ __ _ REPORT# ______ _ ( ) ·coNCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS NAME: (PRINT) DAVID A. POPIELA . SIGNATURE: .,.?4;2'le~~';Q.-W.~~~~- CERTIFICATION NO.: _5, 1); b) '{3 8 z C../sQ-3 7b Pf 1..,1-. { . St GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SlJTfE G ESC9NDIDO, C:A 920Z9 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • CORONA• MODESTO • OXNARD ENGINEERING, INC. INSPECTION REPORT PAGE_f_oF_ CTE JOB# lo ,.. r 8£0 c.e.:--.JL REPORT# 4/ , PROJECT NAME:t&,f ...S.-. ).., ("~(..ib~ f?<_.•·:1.-Lef<f'';f_'\. _~ __________ :_:_":_-:_:.:.:.:::::. . ::rr.:·~·o-.r-1--+ -0~-..,~ -71 ~SPECTION ..l~fAT~RIAI; ID_ lj:NTIFICATIO_ N · , ADD RESS: i;if_t_{:7.:.:;;J: CA q·'11'\;t;r~~o{=._(~.g 0 ..-f6 L b . ( -~ CONCRETE CONC~MIX#;Si:' G~~/) ~J 1 i ~, u~ Hl~.-·· · z"~MA's'°ONRYi . G°ROUTMIX#IPSi L6 p ' 2.0DO~ --(, ARCHITECT: ____________ _ ENGINEER: £~ tf -1;.--~,,.,~r~ CONTRACTOR: &~-Z.f fn e, INSPECTION DATE: _,9_·-__.,2=~-"----~--~,,.__ ____ _ ARRIVE[?: d /t:)C:, tftM DEPARTED:-"'5"----z£:> __ P_~__,__ PLAN FILE: --,------------- BLDG PERMIT: ___________ _ OTHER: ___ ~----------- --. -----~-~ . ) I - ( ) P.T. CONC. MORTAR TYPE/PSI ______ _ ( ) FIELD WELD· REBAR GRADE _______ _ . ' ( )SHOP WELD.ING' ~Tl{. STEEL __ '--~-----~- .... : ... : ·-, \·, --\-{';~';/:.~-~~-' , .~:: .: .. .: : (')PILE DlUYING'' :_ )i:s:~pL'f~:. ·_· _ _. :~: ______ _ t 1·BA:Tcit~fL<{~ : \;As.:~ti6~~:·-_; ___ -_· _____ _ ( ) EXP. ANCHOR 'ELECTRODE ----~--- ( )OTHER Material Sampling ( ) CONCRETE ( ) MORTAR J;,'--) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL . ( ) BOLTS INSP, PERFORMED; JOB PROBLEM, MATERiAL IDENTIFICATION,· PROGRESS, WORK REJECTED, REMARKS . ', '• -' . J ? l<t:c _e a,., d fu .J . ::ry, "' <-&A ~ _.,,.,,, d C-0 , ~-e"" J.-~ s , k .,f 0 Vtt,2 r ±,p Gr-<o<-r1}:,_,.,j Certification of Cornpliance:'AII work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. NAME: (PRINT) ~ W1 -Z r. Y _ . 4g vt,1_ c,,...-,c:a_ . CERTIFICATION NO.: _lf.,_..,,.3..,_,y:-.__ ______ _ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 3540 OAKDALE ROAD MODESTO, CA 953~7 (209) 551-2271 FAX (209) 551-3593 ,,~ :J-- CoNSTRUCTION TESTING & ENGINEERING, INC. ENGINEERING, INC. ESCONDIDO • CORONA• MODESTO• OXNARD INSPECTION REPORT PAGE CTEJOB# (0.-f J<L 0 OF REPORT# _ ___,_ _____ _ PROJECTNAME:4t:5~,Cg..-1sb..;d f2..<s~nJ;.C~ .. r-----------~------ ADDRESSf~~-tJf--/?_uftJ«4r.cJ..~Jk~d-~SPE~~~~ . ·-·· .MATE.RIA~.IiiE~%~FIC.ATION ~..-I .s b ~J ( ) <?O~C~TE ' CONC. MIX#lPSI~. ,-"-.. :-'--·' ._· --'----- ARCHITECT:~-------.------ ENGINEER: I"< 2. H-E-,,..'?,"" ~ di:) , r "1 c , CONTRACTOR: &<-,••kc•Z) Lev, s./r-&-ahu 1-1 INSPECTION DATE: _ _,_CJ_--=L'-s.._-'--'-1-="ca.-----~ ARRIVED: 2..!6t> f M DEPARTED: 3 1~ ~ f' d OQ-,~~$9:~Bl GROUTMIX#;SI :~pl~~-. ( ) P.T. CONC. MORTAR TYPEiPSI ~------ ( ) FipLD.WELD 'AJ• ,' REBAR GRADE _______ _ f }SHOJ>,WELDI_NP. STR STEEL~. _: _______ _ ; r:f r!tfl~t.::;inJ:.· .... <~~ .·, .··· ( ) EXP. ANCHOR ~. ",. :·~ . ELECTROD~-------.,..- PLAN FILE:-------~------ BLDG PERMIT:~------------ OT;HER: __ '-------------- ( '}OTUER Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS . INSP'. PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRE$S, WORK REJECTED, REMARKS " . . . .. ~ . . • 4 0 Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the uniform building code. _ ~ A NAME: (PRINT) ('\ qw, u y V q1,.-.1,v-:9,, CERTIFICATION NO.: _L/_,__,,,,3..,.L..,_ ______ _ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 3540 OAKDALE ROAD MOD~TO, CA 95357 (209) 551-2271 FAX (209) 551-3593 .· ..... ·· POOR .. · .QUALITY· . ti . r" • ! . · · 0'RIGINAL S • . :~!' • . .. __ .-:, ;., ~.,I.JI "-••H J.JJ~ ... u .. _...., 7149529651[010+0+0+0+0++ 7149529651+++++++++ P.02 u.1.-1vr<Jv~ ... v "..r1 C.l'1~.L1,1:.u,.,1t\.il ... ,c.,._ -- Date: to: Company: Fax No.: From: Io .... \6 I 0 R2H Engineering, Inc. F .. TRANSMITTAL COVER LETrER /. \ ! ... e-I Cr:J ~, b ) _ -i::; ,.i rr-r.!.!\ 'l....,.. Project Name and Num er: 1_,_;~;.._.;.,t __._.·· _ .... _____ -...;._, ... ~;.....a_-.;;....::~v~------ Including this page, there ax -~-pages to transmit. Message: .-t.:.:c..~.u..::.-1::J.J4Jt.:i,,:..:...-...:..;,..t;,..:=.::.t-~L..--.µ,.,:...-=:;;..;...~-~~-.... _-..:t .... l._.rl:?.z.-AJ .• ,.r.~"' C. Qv,t,.~'!f... ~~~::....!:..:,;,.,-1-,.£::::...u.t::...~d:tl..:..L;..!:!!.,~::..W.~i,::;____.U;;.1,.~~--W=i---c.;=-'.'.:.:.;..:...~,·'1,,t)._"",·s.L.). If you have not received the/ ntire b:ansmission, please call _______ _ at the above number. Th you. Consulting Structural Engineers -4-----~-----~v,------~ ------------11S45 Wc,t llefnar,fo Court, Suite 200 • San Oit , CA 92127 (619) 673-8416 • FA.'<: (619) 673,841S 1455 'EMt 1'rcplcan:>. Aver.ua, Suite 450 • Las Veg11i, NV 89119 (702} ?98-8408 • rAX: (702) 798-3797 CoNSTRUCTION ThsTING & ENGINEERING, INC. SAN DIEGO, CA • RIVERSIDE, CA • VENTURA, CA • MODFSl'O, CA • LANCASTER, CA • LAS VEGAS, NV • SEATl'Ll!, WA 2414 V-meyard Ave. 490 E. Princeland Ct. 1645 Pacific Ave. 3540 Oakdale Rd 42156 10th St W. 4560 S. Valley View 235 S.W. 41st SL Suite G Suite 7 Suite 105 Suite A2 Unit K Suite A-3 Renton, WA 98055 F.scondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Modesto, CA 95357 Lan~ter, CA 93534 w Vegas, NV 89103 {206) 656-1266 {619) 746-4955 {909) 371-1890 (805) 486-6475 (209) 551-2271 (805) 726-9676 (702) 795-2278 (206) 656-1265 FAX ENGINEERING, INC. (619) 746-9806 FAX (909) 371-2168 FAX (805) 486-9016 FAX {209) 551-3593 FAX (805) 726-9676 FAX (702) 726-4485 FAX PROJECT: REPORT OF COMPRESSION TESTS LOT 52 CARLSBAD RESEARCH CENTER PROJECT NO.: 10-1810 PROJECT ADDRESS: l ilcf~ ROTR}'.RFORD-ROAtii cARisBAD~-CA 92008 BLACKMORE-RUTHERFORD INVESTMENT TO BE BILLED: BLACKMORE- CONTRACTOR: RUTH~RFORD INVESTMENT ARCHITECT:PROGRESSIVE IMAGES, INC. ENGINEER: R2H ENGINEERING BUILDING PERMIT NO.: 960212 SPEC. NO.: SAMPLE DATA REPORT OF: _x_ CONCRETE _ MORTAR _ QROUT _ OTHER SUPPLIER: PRE-MIXED CONCRETE PLACEMENT DATE: 08/10/96 MIX DESCRIPTION: MIX NUMBER: 4033102 . SLUMP: 4 1/2" TYPE CEMENT: II CONCRETE TEMP: 80°F AMB. TEMP: LOCATION OF PLACEMENT: TOP PANEL #42 SPECIAL TEST INSTRUCTION/REMARKS: 1@4, 1@9, 2@30. REQUIRED STRENGTH (F'q:·· _3@:J SAMPLES MADE BY: CTE/PP TICKET NUMBER: TIME IN MIXER: ADMIXTURE: DESIGN STRENGTH: 4000 PSI AT 28 DAYS DATE REC'D IN LAB: LABORATORY DATA .. LAB DATE DIMENSIONS TEST AREA MAX LOAD AGE · CNTRLNO. .TESTED IN INCHES SQ. INCHES ! POUNDS SA 08/14/96 6X12 28.27 108,000 SB 08/19/96 6X12 28.27 128,500 SC 09/09/96 6X12 28.27 14S,S00 SD 09/09/96 6X12 28.27 142,SOO HOLD SE - COMPRESSIVE STRENGTH PSI 3,820 4,S50 5,lS0 --;;5~ ~-'·~~ REVIEWED BY: ;:::/n1·'f&M/ DATE: !Jl~/!Jb All sam lin and testin conducted in atcordance with ASTM Standard Desi nations c3f-91 C9-86 C138-92 C143-90 p g g g C172-90,Cl73-93, C2L C470-93a, CSll-92, C617-87, C1077-92, C1231, E4-93, E171-87 CONFORMS: _ YES _ NO · DISTRIBUTION: i) THE BLACKMORE COMPANY 1) BLACKMORE-RUTHERFORD INVESTMENT 1) PROGRESS{VE IMAGES, INC. 1} R2H ENGINEERING 1) CITY11F CARLSBAD/BUILDING0INSPECTION ! ' • • • I ' . . DEPAR::CMENT 1) JOB FILE Fonn 910 Rev. 06-10-96 File:40 GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CoNSTRUCTION }1EsTING & ENGINEERING, INC. SAN DIEGO, CA • RIVERSIDE, CA • VENTURA, CA • MODESTO, CA • LANCASfER, CA • LAS VEGAS, NV • Sl!ATIU, WA 2414 Vineyard.Ave. 490 E. Princeland Ct. 1645 Pacific Ave. 3540 Oakdale Rd 42156 10th St W. 4560 S. Valley View 235 S. W. 41st St Suite G Suite 7 Suite 105 Suite A2 Unit K Suite A-3 Renton, WA 98055 F.scondido, CA 92029 Coro112, CA 91719 Oxnard, CA 93033, Modesto, CA 95357 Lancaster, CA 93534 w Veg~, NV 89103 (206) 656-1266 {619) 746-4955 (909) 371-1890 {805) 486-6475 {209) 551-2271 (805) 726-9676 (702) 795-2278 (206) 656-1265 FAX (619) 746-9806 FAX (909) 371-2168 FAX (805) 486-9016 FAX (209) 551-3593 FAX (805) 726-9676 FAX (702) 726-4485 FAX REPORT OF COMPRESSION TESTS PROJECT: LOT 52 CARLSBAD RESEARCH CENTER PROJECT ADDRESS: · -2105":RUTHE~Q!lOllUA"}?_J PROJECT NO.: 10-1810 TO BE BILLED: BLACKMORE- CARLSBAD, CA 92008 CONTRACTOR: BLACKi\ilORE-RUTHERFORD INVESTMENT RUTHERFORD INVESTMENT ARCHITECT:PROGRESSIVE IMAGES, INC. ENGINEER: R2H ENGINEERING BUILDING PERMIT NO.: 960212 SPEC. NO.: SAMPLE DATA REPORT OF: _x_ CONCRETE _ MORTAR _ GROUT _ OTHER SUPPLIER: PRE-MIX PLACEMENT DATE: 08/10/96 MIX DESCRIPTION: TICKET NUMBER: 60944 MIX NUMBER: 4033102. TIME IN MIXER: 61MIN. SLUMP, 5" TYPE CEMENT: II CONCRETE TEMP: 82°F AMB. TEMP: LOCATION OF PLACEMENT: PANEL #20 TOP SPECIAL TEST INSTRUCTION/REMARKS, 1@4, 2@28. REQUIRED STRENGTH (F'C)~<.:iiiij] SAi\1PLES MADE BY: CTE/PP ADMIXTURE: DESIGN STRENGTH: 4000 PSI AT 28 DAYS DATE REC'D IN LAB: LABORATORY DATA LAB DATE DIMENSIONS · TEST AREA MAX LOAD AGE CNTRLNO. TESTED IN INCHES SQ. INCHES POUNDS 6A 08/14/96 6X12 28.27 111,000 6B 09/09/96 6X12 28.27 151,500 6C 09/09/96 6X12 28.27 145,000 .. ~-~.~ ~J'Y{'_· ~ COMPRESSIVE STRENGTII PSI 3,930 5,360 ~5.,.130J . DATE: ~/24 /.!Jh REVIEWED BY: All sam lin and testin con6ucted in ~cordance with ASTM Standard Desi nations C31~, C39-86, C138-92, C143-90, p g g g C172-90,C173-93, C231-91b, C470-93a, C511-92, C617-87, Cl077-92, C1231, E4-93, E171-87 CONFORMS: As No D!STRIBUTION: 1) THE BLACKMORE COMPANY 1) BLACKMORE-RUTHERFORD INVESTMENT 1) PROGRESSIVE IMAGES. INC. 1) R2H ENGINEERING 1) 'Cl;f~F-~~~.;!._~SBA_P~~:1-~:~-~~~-PEG-TclQr DEPARTMENT 1) JOB FILE Form 910 Rov. 06-10-% File: 40 GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO •CORONA• OXNARD • RENO • SEA TILE • LAS VEGAS INSPECTION REPORT ARCHITECT:i.:01a..e»r'u e z;,.,ag e.$ ENGTNEEnf?<) ~ ~ CONTRACTOR: e ; ! · INSPECTION DATE: q -/-3 -9 G PLAN FILE: ---------------"'---- BLDG PERMIT: 9 6 O 1. I d OTHER:We(dlv3: r1ac/as tJel/4'413 T;tJc. Material Sampling PAGE _f_ OF _L CTEJOB# /0-I B/o REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS NAME: (PRINT) DAVID A. POPIELA CERTIFICATION NO.: 5~}), -lJ 1/.JBjrcBo-~ 76 B/ SIGNATU GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE GESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA• OXNARD • RENO • SEATTLE • LAS VEGAS INSPECTION REPORT ARC>IlTEcr,P £t1t e :'._' t .._ L,,"-,j o ENGINEER(i -~ _ (;;'fa!__ • coNTRACToR: G etJ) $.s r' INSPECTION DATE: '1 -1 ~ -9 6 PLAN FILE: ___________ _ Material Sampling PAGE_f_op_j_ CTE JOB # / O -:--I 'i, /I) REPORT# ______ _ ( ) CONCRETE { ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS :,·:::·-~~1J9,i'.J~a,~~sj!'\'f:§,~~~~;'.t~ / NAME: (PRINT) DAVID A POPIELA cERTtFicAnoNNo.:5.D.-\.v43£¥..tmo-~?GBf GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE O ESCONDrDP, CA 92029 ((;>19) 746-4955 FAX (619) 746-9806 ,~, ' ' .. ~ .... ~,:-:·:~ .. ~·--· CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO• CORONA• OXNARD.· RENO• SEATTLE• LAS VEGAS ENGINEERING, INC. INSPECTIONREPORT PAGE_LoFL - CTE JOB# ID .i /B/ t:> ARCHITEcr,rr_q&. e,;sN~ ,ye 5 ENGINEER: a. H E CONTRACTOR: ti edfo .s I . INSPECTIO~ DAn;: q -1 l"""' "t I, PLANFILE: Material Sampling REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS DAVID A. POPIELA. NAME: (PRINT) -------:=----,r-------SIGNATURE:.~~&a~:,L.:/.'JCl.'.:¥~~=- CERTIFICATION No.s.n ... W4'3 ,/JcBo-3-UIJI GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & ~SPECTION 2414 VINEYARD A ~NUE Sl;JITE G ESCONp~I¾(};_~~ 929,29 (6t9) 746-4955 FAX (619) 746-9806 • • ~ -i::' CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO •CORONA• OXNARD • RENO • SEATTLE • LAS VEGAS INSPECTION REPORT PAGE_!__ OF_!_ ARCHITECT:'?~?:.!)~€ 5 S /Ve krf:j e S ENGINEER:~ ;)__ H . CONTRACTOR: 6 ef! [o S / 13{< O ..S, INSPECTIONDATE: q .... / (!) -7h PLANFILE: -----,-------~- BLDG PERMIT: 'f 6 0 d / d.. OTHER: t,) e. ld,&}J ; /tac. t'a 1..s t,..1-e/~'JM<~ Material Sampling CTE JOB# /& --I 8 le> REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASON_RY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS NAME: (PRINT) DA YID A. POPIELA . SIGNATURE: i!'.lwz:,/?/l, ¥L CERTIFJCATION N0.:_5, 7), -tJt./.3 8zla-B~-5 76 BI GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A YE,~UE SPITE G ESCON~P~l~i fA-~~Q~9 (619) 746-4955 FAX (619) 746-9806 ' -' , ' . ' ' . ' ' ; CoNsTRucnoN TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA • OXNARD • RENO • SEA TILE • LAS VEGAS ENGINEERING, INC. INSPECTION REPORT PROJECT NAME:fad.s/ioLR-+ D (! eAJ?e~ ADDRESS:~@:1i>;s--:"~ t(IV t/4. e.te. Tu~ C.a./<-/sk4-d C ft. ARCHITECTJ1e.~R e.:s:s/ve.Zt11 a3 e...s. 'ENGINEER: J<..._;J.. H . . CONTRACTOR: 6 eAJ fos 1 1 J3R... Cl'.$ • INSPECTION DATE: 'f -'f -9 6 Material Sampling PAGE I OF I CTEJOB# /0-/8/0 - REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FiREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS NAME: (PRINT) l) AVID A. POPIELA CERTIFICATION N0.:.5,l>,"'.' 1,Jt.(3g /-:re.so-.3 76 Bl z GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONDJDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 • S ,--a·,,.'. :4 i\.··, 't, .., CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA• OXNARD • RENO •SEATTLE • LAS VEGAS ENGINEERING, INC. INSPECTION REPORT PROJECTNAME: Lo~ ..:fLS"2-- .~Cq:;i--:r-0--~ .... :fu ~~ ADDRESS:, .... ·'-. . ·K~ ~ . . Q_o...v\.s~ ARCHITECT~c>)' ,-e....s; vc. 1:.v--o-.(J .e...[ ENGINEER: _________ ~--- CONTRACTOR: Q c:, :E:»\. +os \ INSPECTIONDATE: x:..-~ -<t~ PLAN FILE:---------~--- BLDG PERMIT: :l ''-C) 'L-\ '!- OTHER: _____________ _ Material Sampling PAGE OF CTEJOB# LO -l~(O REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS a... . h "" c:..:. . \ t D r NAME: (PRINT) _ __._--=-_,,_._~-----1;::::.,,-~~:::::::....--- CERTIFICATION NO.: \ C...(3 o §>-~ tl:: GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A ~NUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA• OXNARD • RENO • SEA TILE • LAS VEGAS INSPECTION REPORT PROJECT NAME:~ R,GzeA,(fc,f c rR. ADDRESS: l--OT 52- \ ,?..{QG; -~-R:1.trMR:fqlJ!I aRt.-saw ARCHITECT: 'PRUc:£ W. '?T~tfVOi?A~ ENGINEER: /<..;;2. If C//(;I 1t/£E.t<trJ & CONTRACTOR: <o1?,urr22i C()fZt67,_ INSPECTION DATE: ~·-'.zc'?~ f'h G(~O-(i',(!)0 PLAN FILE:------'~-----~ BLDG PERMIT: '{6 0 )._ / 2-- 0THER: ____________ _ Material Sampling PAGE OF CTEJOB# /0-/~/0 - REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS ~e-llU;<eo CO/f/C,,,Rere: r/ Cf(f:1 '1F-6 tO/ 'f,; 6717 I ~~p11~/~~!~kt~~K:-j~: --'_)~_::;; l{lhPEC,Lf!D B@a1R AT pA-rveis IQ 4 ).. 3 , R€.8AR CH8t,,/<fi[) FOi<. :::1t-z--e;, fv!tJlll1Tt()f<£D PLAc.cnterv-;;. C,,QAJ:bOf.cr PA:TtO(I/ op LfrOOO fS( vQfJGR6"Te AI TIL-T vP t:d&'~Lz-~ C/, 10, il211, !3. t«;, 1sJ2,J 314-. ·:;2_;3 rlVo -.7 I J I/ ,, > -?.. f?VCR Y CQ L.. 021 N'.z, NAME: (PRINT) A'-c@ 2 SIGNATURE: a.L, ~/ CERTIFICATION NO.: --==~'--q.-'-· 7~tf-"-=-0---~---- GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 3171 W. TOMPKINS LAS VEGAS, NV 89103 (702) 795-2278 FAX (702) 795-4485 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO• CORONA• OXNARD• RENO• SEATTLE• LAS VEGAS ENGINEERING, INC. INSPECTION REPORT PROJECTNAME:C{A.>-'""lsb~ R._~ -~ ADD RES~~==~½~-) ~.r-"'a..ol ENGINEER:_·-----------,-----• CONTRACTOR: C--:> ~-l-,51 INSPECTION DATE: 8--t o -f k -=-----"--------- PLAN FILE: ~-------,------- BLDG PERMIT: Cz 6 0 L..-1 )... OTHER: ______ ~------- Material Sampling PAGE_OF CTEJOB# 10-tx:to REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS . ~~ M"-c.rd:e M:~,t/;o3JloZ-_p_,. ±:t/1-¥:'( f'~J -it-c/2-1 41 1 s-'==' LI .l 4 <./, l Y I 'i 'l.,-D 2-l z. '2-2-t-./. • 1 NAME: (PRINT) __ _._----------'-- , CERTIFICATION NO.: _ ____,0~~--'"'---"-t1?::'.__.__ __ ----,-__ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONDIDO, CA 92029 {619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA• OXNARD • RENO •SEATTLE • LAS VEGAS INSPECTION REPORT PROJECT NAME: C1vLsbQ.J. R,e,Sa, .fth ~. ADDRESS: 4'r~,s-~~-~~ ~dr~ ARCHITECT: ~Dj • :t:~ -~ ENGINEER: __ --,-.---'----------'- CONTRACTOR: Q,~4-~( INSPECTION DATE: -~P(""_-_· ~7_-..... 7_'-_____ _ PLANFILE: ____________ _ BLDG PERMIT: 'f C. 0 LJ 2,..- 0THER: r(: ~o 4--o l Z..~.30 Material Sampling CTEJOB# PAGE OF 1()-\)_({K - REPORT# _______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS ''*, ' ,\,,,'_'''',"'-';+'<,(.,'',-';','a' ,;:;<',;,,,'..-,f',;",:,.~,..,+v<,~~,-_: ~-_ ",:: ~ '' •;-::.-,.,,.;.,~,\..,.''.:,~,~·",' ·~-,-..,_-_;:,', .. · ~f,l~'IION,c:Paooa,:~r~K.FIEJ,EctED;:BEt-1ABK~t ;:0'; .::.:::;:::;:.::, ,::'-~\" '.-, ,, ' ,'_-,,.,.,,,,~ ':,_, J,,','.:t_,,/, ;..__'•,"",',,,, ,:<._'• ,, -.,,• 'Y,) ~';:.<• ,,:.,,_~, :_,.,'_.,,,,,<,:t,r::.,,'~~\A'.,:J,._,,>~,.._.,,..;>,'+ •,'-::_,,:::,:.,,• :c"'-5peeW " +-~l-'--==r. p--~ts. R~ CERTIFICATION NO.: ______ -5_T-=:;__;;L...;_n,__;;__ ______ _ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA• OXNARD • RENO • SEA TILE • LAS VEGAS ENGINEERING, INC. INSPECTION REPORT PROJECTNAME:Oo..r~~o.J ~'Mah 0....... ADDRESS: [2::::t-o·£-~¼b~-::» Q!c-JLLsb..J. ARCHITECT:~e,sJ;v,e. J;~e~ ENGINEER:-~~--------- CONTRACTOR: C::,~+-.s·1 INSPECTION DATE: __,f':'"'----__,1.__-_'/_b _____ _ PLAN FILE: ___________ _ BLDG PERMIT: 1 <-0 I..-( 2- OTHER: (o : ~ o ~ ~ ~ 110 / Material Sampling l PAP,;E OF_ CTE JOB # _,_,._O~'_..L ...... ~~_,__Ci=----REPORT # ______ _ (_,...CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS :':·:":)ts~~:tl~;!~~~:~~R~iJ~_~¢!eo;i,~,J~~;-\:~'._;J1r~_:0 I-'-',,, f!e .:h-J. ~ I At c , ~ t Co~~ "'l ; d,e.-bo· ..._ Q +: /S 7 ;;t ,,.._,,.J. I O £. Oc>-....c..v:c.k,,. t ½-:::: 1,c-t' 3 ° 3,!, ooi. 1 4lov:: -+i 1..\-~ ~e.L/ ~__.,_; +"-.,. ___ '-lo, , '"\I":\ \YA\ 2-..ot\-, 1 1 'Ki 111 Jc.e .. CERTIFICATION NO.: --'X?~L__,V'---~----- GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA• OXNARD • RENO • SEA TILE • LAS VEGAS INSPECTION REPORT PROJECTNAME: OCV"(ajoo.J ~~ a..... ADDRESS: \ZlQ_J:~d<;~-~ ~lJ~ ARCHITECT~,rc:::,J~ ~e...l ENGINEER:-~---"----------- CONTRACTOR: c,.., e-v+os ·1 INSPECTION DATE: g. -" -t; .I:, ---~~-----~ PLAN FILE: ____________ _ BLDG PERMIT: '1 (,_ o 2-/ '2.- 0THER: I: 30 _,___ S '"Sl:> Material Sampling CTEJOB# REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( )STRUCTURALSTEEL ( )BOLTS CERTIFICATION NO.: __ S-:_~.;:;.._,:l_,:rf""'---"'------- GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 CoNsTRucnoN TESTING & ENGINEERING, INC. ESCONDIDO• MODESTO• CORONA• OXNARD• RENO• SEATTLE• LAS VEGAS ENGINEERING, INC. INSPECTION REPORT PROJECT NAME: ~ls~c.c\ ~~ ~. ADDRESS:( 2:\?.f': ~~\.V~ ;;,\, <lo-Jt:s\co.J ARCHITECT: '8-o~~llJ:4, ~""+jCil: .a. ENGINEER: '12. .. ?-4¼: . f;'.y,..,8 CONTRACTOR: _G-eh...,___.._t!?~.s.='1,__ _____ _ INSPECTION DATE: _Y'"-'--·=Z._-<?~b _____ _ PLANFILE: ------------- BLDG PERMIT: 9 <_.. 0 '2.. \ '2.- OTHER: II;"° 4,4:> 3: ~ i> Material Sampling CTEJOB# (()~Gfu-JoOF_ REPORT# ______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS ) Q + '0 CL.0-~'9-:4 ~& o..ckl, -\-Le>-~\ sd ~\ :3::::,-f·l•G.c-~-..Ske,l ~-e~m~-~-~-cl-~v-:-§=4.--\---LQ _ _i..-,. . o \-: t s±~ ~L~\ NAME: (PRINT) -~c'~~--T,l.__l__-l-.Q..!!CI:s-:=----SIGNATURE: -=:::::::~~Q::=::s~~~~-- CERTIFICATION NO.: ____,S::~"'S"~/ ~y-~y ______ _ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G ESCONDIDO, CA 92029 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. SAN DIEGO. CA • RIVERSIDE, CA • VENTURA, CA • MODESTO, CA • LANCASI'ER, CA • LAS VEGAS, NV • SHATnE, WA 2414 Vineyard Ave. 490 E. Princeland Ct. 1645 Pacific Ave 3540 02kdale Rd 42156 10th St W. 456o S. Valley View 235 S.W. 41st St Suite G Suite 7 Suite 105 Suite A2 Unit K Suite A·3 Renton, WA 98055 Escondido, CA 92029 Corona, CA 91719 Oxnard. CA 93033 Modesto, CA 95357 Lancaster, CA 93534 Las Vegas, NV 89103 (206) 656-1266 (619) 746-4955 (909) 371·1890 (805) 486-6475 (209) 551-2271 (805) 726-9676 (702) 795-2278 (206) 656-1265 FAX ENGINEERING, INC. (619) 746-9806 FAX (909) 371-2168 FAX (805) 486-9016 FAX (209) 551-3593 FAX (805) 726-9676 FAX (702) 726-4485 FAX PROJECT: PROJECT ADDRESS: REPORT OF COMPRESSION TESTS LOT 52 CARLSBAD RESEARCH CENTER \-r~---------= ~J.05.RU.THEREORD_RQa]J PROJECT NO.: 10-1810 TO BE BILLED: BLACKMORE- CONTRACTOR: CARLSBAD, CA 92008 BLACKMORE-RUTHERFORD INVESTMENT RUTHERFORD INVESTMENT ARCHITECT:PROGRESSIVE IMAGES, INC. BUILDING PE"&\1IT NO.: 960212 ENGINEER: R2H ENGINEERING SPEC. NO.: SAMPLE DATA REPORT OF: ..1L CONCRETE _ MORTAR __ GROUT _ OTHER SUPPLIER: PRE-MIXED CONCRETE PLACEMENT DATE: 07/08/96 MIX DESCRIPTION: 4000 PSI 1" PUMP TICKET NUMBER: 51449 MIX NUMBER: 4033102 TIME IN MIXER: . 53 MiN. SLUMP: 4 3/4" ADMIXTURE: TYPE CEMENT: II DESIGN STRENGTH: 4000 CONCRETE TEMP: 78°F AMB. TEMP: LOCATION OF PLACEMENT: S.O.G. LINE 3.9@ 2. SPECIAL TEST INSTRUCTION/REMARKS: 1@7, 2@28. REQUIRED STRENGTH (F'C): 4000 PSI AT 28 DAYS SAMPLES MADE BY: CTE/CL DATE REC'D IN LAB: LABORATORY DATA LAB DATE DIMENSIONS TEST AREA MAX LOAD AGE CNTRLNO. TESTED Ll'l'Il".CHES SQ. INCHES POUNDS 3A 07/15/96 6X12 28.27 109,500 3B 08/05/96 6X12 28.27 145,000 3C 0~/05/96 6X12 28.27 148,500 REVIEWED BY: ---~..t---#--'6-Jaq__'-"'-'.:...::~---DATE: _.--:.,c.-..:....::~-=- 0 z 'Tl 0 ll 5.130 5,250 All sampling and testing conduc din ace ce with ASTM Standard Designations C31-1, C3 -86, C138-92, C143-90, C172-90,C173-93, C231-9l_b, C470-93a, C511-92, C617-87, C1077-92, C1231, E4-93, E171-87 CONFORMS: ~S ___ NO DISTRIBUTION: 1) THE BLACKMORE COMPANY 1) BLACKMORE-RUTHERFORD INVESTMENT 1) PROGRESSIVE IMAGES, INC. 1) R2H ENGINEERING 1) CITY OF CARLSBAD/BUILDING INSPECTION DEPARTMENT 1) JOB FILE Form 910 Rev 06-10·96 File: 40 GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CoNSTRUCTION ThsTING & ENGINEERING, INC. SAN DIEGO, CA• RIVERSIDE, CA • VENTURA, CA • MODESfO, CA • LANCASTER, CA• LAS VEGAS, NV· SEAITLE, WA 2414 Viney:u-d Ave. 490 E. Princeland Ct. 1645 Pacific Ave 3540 Oakdale Rd. 42156 !0th St W. 4560 S. Valley View 235 S.W. 4lstSt Suite G Suite 7 Suite !05 Suite A2 Unit K Suite A-3 Renton, WA 98055 Escondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Modesto, CA 95357 Lancaster, CA 93534 Las Vegas,.NV 89103 (206) 656-1266 (619) 746-4955 (909) 371·1890 (805) 486-6475 (209) 551-2271 (805) 726-9676 (702) 795:2273 (206) 656-1265 FAX (619) 746-9806 FAX (909) 371-2168 FAX (805) 486-9016 F.U (209) 551-3593 FAX (805) 726-9676 FAX (702) 726-4485 FAX REPORT OF COMPRESSION TESTS PROJECT: LOT 52 -CARLSBAD RESEARCH CENTER PROJECT ADDRESS: f"::=2@7rutHER,EQRD.Ji.Q.d-~ PROJECT NO.: 10-1810 TO BE BILLED: BLACKMORE- CARLSBAD, CA 92008 CONTRACTOR: BLACKMORE-RUTHERFORD INVESTMENT RUTHERFORD INVESTMENT ARCHITECT:PROGRESSIVE IMAGES, INC. ENGINEER: R2H ENGINEERING. BUILDING PERMIT NO.: 960212 SPEC. NO.: SAMPLE DATA REPORT OF: _x_ CONCRETE _ MORTAR GROUT SUPPLIER: PRE-MIXED CONCRETE PLACEMENT DATE: MIX DESCRIPTION: 4000 PSI 1" PUMP TICKET NUMBER: MIX NUMBER: 4033102 TIME IN MIXER: SLUMP: 4 3/4" ADMIXTURE: TYPE CEMENT: II DESIGN STRENGTH: CONCRETE TEMP: 72°F AMB. TEMP: LOCATION OF PLACEMENT: S.O.G. LINE s·AT 3 SPECIAL TEST INSTRUCTION/REMARKS: 1@7, 2@28. REQUIRED STRENGTH (F'C): 4000 PSI AT 28 DAYS SAMPLES MADE BY: CTE/CL DATE REC'D IN LAB: LABORATORY DATA OTHER · "07/08/96, 51334 65 MIN. 4000 0 0 z .,, LAB AGE DATE DIMENSIONS TEST AREA MAX LOAD COMPRE~E~ 'Idsn.,, CNTRLNO. TESTED IN INCHES SQ. INCHES POUNDS STRENG ·\ IA 07/15/96 6X12 28.27 116,000 1B 08/05/96 6X12 28.27 148,000 lC 08/05/96 6X:12 28.27 145,000 REVIEWED BY: All sampling and testing conducted in dance with ASTM Standard Designations C31-1, C 9-86, C138-92, C143-90, Cl72-90,Cl73-93, C231-9lb, C470-93a, C511-92, C617-87, C1077-92, C1231, E4-93, E171-87 CONFORMS: __0Es NO DISTRIBUTION: 1) THE BLACKMORE COMPANY 1) BLACKMORE-RUTHERFORD IN.VESTMENT 1) PROGRESSIVE IMAGES, INC. 1) R2H ENGINEERING 1) CITY OF CARLSBAD/BUILDING INSPECTION DEPARTMENT 1) JOB FILE Form 9 IO Rev 06· l 0-96 File: 40 GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CoNSTRUCTION TESTING & ENGINEERING, INC. SAN DIEGO, CA • RIVERSIDE, CA • VENTURA, CA • MODFSfO, CA • LANCASTER, CA • LAS VEGAS, NV • SEA1TLE, WA 2414 Vineyard Ave. 490 E. Princeland Ct. 1645 Pacific Ave. 3540 Oakdale Rd. 42156 10th St W. 4560 S. Valley View 235 S.W. 41st St Suite G Suite 7 Suite 105 Suite A2 Unit K Suite A-3 Renton, WA 98055 Escondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Modesto, CA 95357 Lancaster, CA 93534 Las Vegas, NV 89103 (206) 6;6-1266 (619) 746-4955 (909) 371·1890 (805) 486-6475 (209) 551·2271 (805) 726-9676 (702) 795-2278 (206) 656-1265 FAX (619) 746-9806 FAX (909) 371-2168 FAX (805) 486-9016 FAX (209) 551-3593 FAX (805) 726-9676 FAX (702) 726-4485 FAX ENGINEERING, INC. REPORT OF COMPRESSION TESTS PROJECT: LOT 52 CARLSBAD RESEARCH CENTER PROJECT ADDRESS: \_2105 RUTHEREORD_RO@ PROJECT NO.: 10-1810 TO BE BILLED: BLACKMORE- CARLSBAD, CA 92008 CONTRACTOR: BLACKMORE-RUTHERFORD INVESTMENT RUTHERFORD INVESTMENT ARCHITECT:PROGRESSIVE IMAGES, INC. ENGINEER: R2H ENGINEERING BUILDING PERMIT NO.: 960212 SPEC. NO.: . SAMPLE DATA REPORT OF: _x_ CONCRETE _ MORTAR GROUT _ OTHER SUPP.LIER: PRE-MIXED CONCRET~ PLACEMENT DATE: 07 /08/96 MIX DESCRIPTION: 4000 PSI 1" PUMP TICKET NUMBER: 51385 MIX NUMBER: 4033102 TIME IN MIXER: 50 MIN. SLUMP: 3" ADMIXTURE: TYPE CEMENT: II DESIGN STRENGTH: 4000 CONCRETE TEMP: 73°F AMB. TEMP: LOCATION OF PLACEMENT: S.O.G. LINE 5 AT 2 SPECIAL TEST INSTRUCTION/REMARKS: J@7, 2@28. REQUIRED STRENGTH (F'C): 4000 SA.i\1PLES MADE BY: · CTE/CL PSI AT 28 DAYS PATE REC'D IN LAB: LABORATORY DATA n C> AGE LAB DATE DIMENSIONS TEST AREA MAX LOAD COMPRESSIVE£i'. ~ STRENGTH PS~:.:: :~ CNTRLNO. TESTED IN INCHES SQ. INCHES POUNDS ~~ -:.,• 2A 07/15/96 6X12 28.27 139,000 4,920 " _,. 2.8 08/05/96 6X12 28.27 169,000 5,980 l>f/ 2C 08/05/96 6X12 · 28.27 172,500 6,100 "' ,, --7' 0--:-. ~ REVIEWED BY: /""7//?Jl£//fil /\_ . DATE: )2 '!J6 conductld in ~dance with ASTM Standard Desi nations C3~1, 9-86, C138-92, C143-90, All sam lin and testin p g g g C172-90,Cl73-93, C231-91b, C470-93a, CSll-92, C617-87, C1077-92, C1231, E4-93, E171-87 CONFORMS: -~YES NO DISTRIBUTION: 1) THE BLACKMORE COMPANY 1) BLACKMORE-RUTHERFORD INVESTMENT 1) PROGRESSIVE IMAGES, INC. 1) R2H ENGINEERING 1) CITY OF CARLSBAD/BUILDING INSPECTION DEPARTMENT 1) JOB FILE Form qio Rev 06-10-96 File. 40 GEOTECHNICAL. AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • MODESTO • CORONA• OXNARD • RENO • SEA TILE • LAS VEGAS ENGINEERING, INC. INSPECTION REPORT ARCHITECT:.....!_~::;.2'1=!-~~~~~-¥.L!J:::.~~.-1). ENGINEER: ---J4-Jr-1-.J----..,..::~~=--..,...--~"r--- INSPECTIONDATE: 7-, 5-I(,.,:, PLAN FILE:---'------------,-- BLDG PERMIT: 9b6 ;2__/~ OTHER:--'--------------'-- PAGE OF CTEJOB#/0-J §770-• . REPORT#-,-______ _ Material S~mpling ( ) CONCRETE' ( )'MORTAR . ( ) GROUT . ( ) FIREPROOFING ( ) MASONRY BLOCK (S(""REBAR ( ) STRUCTURAL STEEL ( ) BOLTS / ,.,,. NAME: (PRINT) 0 h. t\-B, A .£5 l tr11.fG s:-ra/(__/ SIGNATURE: ~~~~~:..._:,,._.fe:±.:.::=::..._ CERTIFICATION NO.: C((c-5~.}J__ . - GEOTECHNICAL &koNSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD A VENUE SUITE G f;SCONDIDO, CA 92Q29 (619) 746-4955 FAX (619) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. E_SCONDil)Q • MODESTO • CORONA• OXNARD • RENO • SEA TILE • LAS VEGAS INSPECTION l{EPORT PLAN FILE: ____________ _ BLDG PERMIT: 9 C, 0 ~_/ 'fJ.-_ OTHER: _____________ _ Material Sampling M CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING (') STRUCTURAL STEEL ( ) BOLTS NAME: (PRINT) C'Jv•d< L GS lw G sro. "(~NO.: l(CSp07 PAGp OF CTEJOB# /0-;87:C- REPORT# __ ~---- ( )MASONRYBLOCK ( )REBAR ~OTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION •4 VINEY ARD A VENUE SUITE_ G ESCQNDIDQ, CA 92029 (619) 746-4955 FAX (619) 746-9806 i ' ·i l i l l t II I l ; j t I I 1 i I ' i ! t j l I l. ! . I , l I •• 51%738418 .. -• .,___ ,.,... 'fl ,_,....,...,,u.~.....-... ,:------- , _ ___.. ... ,,. ........ -,.-,... ---.,._;.. . ----------------------------------- R2H ENGrnEERING PAl.::11:. D4 • T ------------~~--------------------------- -I® ' ! lncorporot~cr Independent Testing & Engineering Services for Electrical Power Systems I City of Carlsbad Building Inspection Department 2075 Las Palmas Drive Carlsbad, California 92009 Attention: Mr. Tim Phillips .-· San Diego Area Office 9835,CARROLL CENTER ROAD, SUITE 103 SAN DIEGO, CA 92126 (619) 695-9551 FAX (619) 695-0861 September 3, 1996 Supject: Equipment Labeling Evaluation· of modified service equipment located at 2236 Rutherford Road, Carlsbad, CA 920-08. Eti Ref0 rence •. ,'(, ; -:n;::_3,., ~s . ,· I:;, ·-1'1 .. ,.:,.., ,l!."'t Dear.Mr. Phillips: This letter is. to advise you that Electro-Te$t, Inc. (E'rl) has been retained to perform an equipment labeling evaluation of Unicorn Electrics Products Switchboard, S. 0. Number B3211-1, rated 208/120 VAC, 2500 Amps, 3 phase, 60 HZ. and located a1'2-2~36J~.utber:for:d-Road', Carlsbad, CA 92008. We visited the job site on 8/30/96 and 8/31/96 to inspect the addition of three, 3/0 AWG, 600 Volt service _conductors to the existing switchboard which supply_power to a new 200 amp meter service. The 3to· AWG conductor lugs. were terminated to the bus on the load side of the main 2500 amp disc;onnecifswitcti 'Lising ~Xis.fing·'bus bat'support terminations. ETI verified that the terminations were tight and hav~ ·a sMficient number of bolt threads extended beyond the lugs attached to the 3to conductors. Voltage was measured -after the new circuit was energized and is documented on the attached test data sheet. ETI has found the modification to the switchboard acceptable and labeled the equipment on 8/31/96. If you have any.questions, or if we can be of further service, .please give either myself or Bob Wittouck a call at ·(619) 695-9551. Best regaidS, ELECTRO-TEST, INC. _()trl/l lJ~ Don Weber Senior Comp!iance Engineer . ' . . . .... ~ ··.h -. '": ,~. ..... . ........ -' . . .., popy: .. Mr,. R1chard.,Wpolsey . ... . . ·, . .-. . . . ~.:Richard &]{i.ch.a'~d .ConstructiQ.ri Co, ',l" ,,.~ ,l,,.;, .,•,,• I ~ • •·--,.,.:. .,... ,.,-•'•• _ • ~ ...... ,, ... ~ ....... ,,·~. . . . •, ... : . . . '.:. ~ . .., . ' • •': •;; ' •' ,~·, ' ' I'~ .' • • l',' • ,, • .. . .. ,. ' ~, ... CLIENT: CIRCUIT IDENTIFICATION PHASE. . A-G REMARKS: PHASE B-G ,11 PHASE to GROUND A B TEST EQUIPl.j1iNT ASSET NO: ,'!, ~'0-"'f&.8 ;i...l>-p:J._'f VOLTAGE PHASE C-G /!l PHASE 8-C C PHASE C-A COMPONENT IDENTIFICATION COMPONENT TEMP © ETI 1993 F/6001 Ff ELD EVALUATION TEST DA TA PHASE TO PHASE A-8 B-C C-A FULL LOAD CURRENT PHASE A TEMP RISE PHASE B PHASE C TEST METHOD PAGE_ DON E. THOMAS June 18, 1996 City of Carlsbad Building Department Department of Grading Carlsbad, CA LAND SURVEYING Regarding: Subject: Lot 52 -Carlsbad research Centre, Carlsbad, CA Pad VBrification Tow whom it may concern, The pad for the future building has been field checked by myself and crew and found to be as shown on the attached drawing. A section of 5 1/-2'.+4''= 0,1'7 down from the-f i.nish floor was used for the pad e 1 eva ti on. The bench datum from approved grading p 1 an was used. I£ you have any further questions or concerns please don't hesitate to call my office. Sincerely, ~ e__ tA~~ Don E. Thomas P.L.S. 5025 28292 Shadowland Circle • Modjeska Canyon, CA 92676 • (714) 649-2558 • Fax: (714) 649-2527 w ~ C ~ >-c Cll W C >-w w ~ > 0 a: w :::, ::c Cl) 0 DON THOMAS SURVEYOR Tele: (714) 649-2558 Fax: (714) 649-2527 PAGE ____ OF ____ _ JOB NAME ~~'\?:)~ ~Qy STAKES FOR \)~ ~ VR-v\~ DATE ~-I&~ ~(o \ \...OTSZ. DON THOMAS SURVEYOR Tele: (714) 649-2558 Fax: (714) 649-2527 PAGE ____ OF ____ _ DATE ls:>-l e-°J lo EsGil Corporation Professiona( PCan !l{eview 'Engineers DATE: April 17, 1996 JURISDICTION: Carlsbad PLAN CHECK NO.: 96-212 PROJECT ADDRESS: 2105 Rutherford Rd. PROJECT NAME: Tilt-Up Shell ·Building SET: III ~ANT ~ DFIRE D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's*********** codes. ~ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) Telephone #: ~ REMARKS: The designer stated that the City would not require the truss calculations to be submitted at this time. Please verify. By: Kurt Culver Esgil Corporation D GA D CM D GP D PC log Enclosures: trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 ,.. EsGil Corporation Professiona{ Pfan .'R.ff.view 'Enginee~s DATE: April 5, 1996 JURISDICTION: Carlsbad PLAN CHECK NO.: 96-212 PROJECT ADDRESS: 2105 Rutherford Rd. PROJECT NAME: Tilt-Up Shell Building . SET:11 CJ APPLICANT ~ CJ FIRE b-'PLANREVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's ********=*** codes. D The· plans transmitted herewith will substantially comply with the jurisdiction's ********** 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 submitted for recheck. D The applicant's ~opy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. IXJ The applicant's copy of the check list has been sent to: Bruce Steingraber 24212 Sargeant Rd. Ramona 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: Kurt Culver Enclosures: Esgil Corporation 0 GA 0 CM 0 GP 0 PC 3/29/96 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 96-212 II April 5, 1996 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2105 Rutherford .Rd. DATE PLAN RECEIVED BY ESGIL CORPORATION: 3/29/96 REVIEWED BY: Kurt Culver FOREWORD (PLEASE READ): PLAN CHECK NO.: 96-212 SET: II DATE RECHECK COMPLETED: April 5, 1996 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 listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited ·codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit two new sets of prints to: . ESGIL 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. 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 96-212 II Aprils, 1996 7. Provide the letter, as previously requested. 8. To supplement the program shown on the plans, show the names of the individuals who will perform the inspections (furnished by owner?). 9. Supplement the note on sheet A 1 by adding the quote from the original list. 10. Please obtain permission from the building official to provide the documentation later (as you listed on sheet A 1 as deferred elements). Normally, Carlsbad requires the truss plans/calculations now. 11. From the referenced list: 3. Show on the plans the slope of the walk that leads up to the front door. 5. Revise sheet A 10, etc. 6. Revise 3/A14, etc. 8. Where is this noted on the plans? 9. Where is this noted on the plans? 15. The designer did not respond to this correction. 16. Fill in the missing dimension there (opening size). Energy: Imprint a signed ENV form on the plans. If you have any questions, please contact Kurt Culver of Esgil Corporation at (619) 560-1468. Thank you. EsGil Corporation Professiona{ Pfan $.f,View 'Engineers DATE: February 16, 1996 JURISDICTION: Carlsbad PLAN CHECK NO.: 96-212 PROJECT ADDRESS: 2105 Rutherford Rd. PROJECr NAME: Tilt-Up Shell Bullding SET:I CJ APPLICANT ~ CJ FIRE ~REVIEWER · CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's ***********· codes. D The plans transmitted he~ewith will substantially comply with the jurisdiction's********** 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 Rd. Ramona 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: D REMARKS: By: Kurt Culver Esgil Corporation (by: ~ GA O CM D GP D PC ) Telephone #: Enclosures: 2/8/96 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 96-212 February 16, 1996 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 96-212 · OCCUPANCY: B/Sl TYPE OF CONSTRUCTION: V-N, spr. ALLOWABLE FLOOR AREA: unlimited SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 2/6/96 DATE INltlAL PLAN REVIEW COMPLETED: February 16, 1996 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: Shell ACTUAL AREA: 33,120 STORIES: 2 HEIGHT: -20' OCCUPANT LOAD: "Shell" DATE PLANS RECEIVED BY ESGIL CORPORATION: 2/8/96 PLAN REVIEWER: Kurt Culver This plan review is .limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1994 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up. the recheck process, please note on this list (or a copy}_ where each correction Item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. LIST NO. 22, GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1994 USC) comforw.dot Carlsbad 96-212 February 16, 1996 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Kurt Culver BUILDING ADDRESS: 2105 Rutherford Rd. BUILDING PORTION BUILDING AREA (sq. ft.) Industrial Shell 33120 _ Air Conditioning Fire Sprihkiers TOTAL VALUE use Building Permit Fee: UBC Plan Check Fee: Comments: PLAN CHECK NO.: 96-212 DATE: February 16, 1996 BUILDING OCCUPANCY: B/Sl TYPE OF CONSTRUCTION: V-N, spr. VALUATION VALUE MULTIPLIER ($) (24 + 1.70) 851,184 .. 851,184 $ 3095.50 $ 2012.08 Sheet 1 of 1 valuefee.dot Carlsbad 96-212 February 16, 1996 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. 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license ·number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. 3. Show on the Title Sheet all buildings, structures, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identifi~d as "not included" on the site plan or Title Sheet. (SITE RETAINING WALL, ETC.) 4. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Group (USE THE 1994 UBC) 5. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1994 UBC, UMC and UPC ~nd 1993 NEC. 6. 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 713.2. Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 1005.8.1. SHOW COM PL YING DOORS AT THE BOTTOM OF STAIRS 1 AND 2. 7. 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. (required by the soil report). 8. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. 9. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, etc.). Additionally, provide the following note on the plans, per Sec. 106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred Carlsbad 96-212 February 16, 1996 submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." 10. Even with the above note, obtain approval from the building department to submit this information at a later date. Carlsbad policy has been to require this information prior to the issuance of the building pemit. 11. 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 UBG. 12. Sheet A6 doesn't show the tilt-up panels on lines B and C, as shown on the structural plans! · 13. Detail on the structural plans the framing/connections for the stair landings. 14. On the structural plans, specify the roof framing shown at 2/A12. 15. Provide a detail of the connection to the wall mentioned at 5/A 13. 16. Complete the notes at 4/A1.5, etc. 17. Provide an elevation-for Panel 23 shown on sheet S2. 18. In the column schedule on sheet S3, a reference is made to detail 13/S8 for the concrete column. Please provide it. 19. On sheet S4, please clarify how the provisions of Section 1611 are satisfied at the curved panel. 20. On sheet S4, specify the size/spacing of the sub-purlins. 21. On sheet S5, specify. the floor diaphragm. 22. Specify the beam size on sheet S5 that supports the floor trusses on line C.4. 23.. On sheet S5, clarify how the provisions of Section 1611 are satisfied at the curved panel. 24. Please complete detail 15/S 11. 25. Check the reference to "7/S11" shown at detail 5/S11. Carlsbad 96-212 February 16, 1996 26. Please check the applicability of all notes at 8/S11. Also, show shear transfer from the horizontal diaphragm into the wall. 27. Please justify the anchor bolt spacing at 12/S12. 28. Regarding the structural calculations: a) Are the-lumber stresses on sheet 5 based on the 1994 U BC? b) The 24" depth from sheet 11 isn't on the plans. c) Sheet 19 did not print properly. Please provide another copy. d) In the lateral analysis, provide design for collectors into shear walls. e) Check the stresses in the concrete shear walls. f) The #6 rebar size from page 40 isn't on the plans. g) On sheet 68, justify using wood walls to resist lateral forces from concrete. h) Show on the plans the method of shear transfer into the shear walls from sheet 68. i) It doesn't appear that the call outs from sheet 72 are shown on the plans. See also 84, etc. · 29. 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. 30. 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: 0 Yes O No 31. 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 Kurt Culver at Esgil Corporation. Thank you. Carlsbad 96-212 February 16, 1996 + PLUMBING, MECHANICAL AND ENERGY CORRECTIONS . · + PLAN REVIEWER: Glen Adamek • PLUMBING (1994 UNIFORM PLUMBING CODE) · 1 .. Provide complete water line sizing calculations, including the water pressure, pressure losses, water demands, and developed pipe lengths. UPC Section 610.0 • ENERGY CONSERVATION NOTE: Plans submitted after July 1, 1995 must comply with the new energy standards. 2. Provide plans, calculations and worksheets to show compliance with current energy standards. Provide the shell building energy designs for proposed envelope the lighting. 3. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy de.sign. 4. Provide automatic shut-off controls for lighting as per Title 24, Part 6, Section 131(d). 5. Show bi-level lighting controls as per Title 24, Part 6, Section 131 (b). 6. Show the daylit areas and required daylit area lighting controls for lighting in daylit areas. Title 24, Part 6, Section 131(c). 7. The completed and signed ENV-1, and LTG-1 forms must be imprinted on the plans. 8. Complete energy plan check will be done when complete corrected energy designs are provided. Note: If you have any questions regarding this plan review list please contact Glen Adamek at (619) 560-146.8. To speed the review process, note on this list (ot a copy) where the correcteq jtems have been addressed on the plans. Carlsbad 96-212 February 16, 1996 DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS 1. Show, or note that at every primary public entrance, and at every major function area along, or leading to, an accessible route of travel, there is to be a sig11 · displaying the international symbol of accessibility. Signs are required to indicate the direction to accessible buildjng entrances and facilities, per Sections 11178.5.7 and 11278.3. . 2. Show, or note, that an additional sign $hall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space. The sign shall be ~17" x 22" with lettering not s1" in height. Per Section 11298.5 required wording is as follows. "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed at ______ or by telephoning---'------" 3. Revise plans to show that all entrances, and exterior ground level exits, are accessible, per Section 11148.1.3. SPECIFY THE SLOPE OF THE WALK LEADING UP TO THE FRONT DOOR. 4. Provide Sections, details or notes to show that handrails are to be located ~34" but s38" above nosing of treads, per Section 11338.4.2.1. THE NOTES ON SHEET A2 ARE BASED ON THE OLD, OLD TITLE 24 PROVISIONS. MANY OF THEM MUST BE REVISED. 5. Show that handrails extend a ~12" beyond top nosing, and ~12"-plus-tread-width beyond the bottom nosing, per Section 11338.4.2.2. THE PLANS SHOW THIS INCORRECTLY IN A NUMBER OF PLACES. 6. Per Section 11338.4,2.6, please provide details, Sections or notes to show that handgrip portions ·of handrails are: a) ~1¼" and s1½" in cross Sectional dimension. REVISE 3/A14, ETC. ·7. Show or note that interior stair treads are marked at the upper approach and the lower tread of each stair, by a strip of clearly contrasting color, per Section 11338.4.4, as follows: a) At least 2" wide. b) Placed parallel to and not more than 1" from the nose of the step or landing. c) The strip shall be as slip resistant as the other treads of the stair. 8. Provide a note on the plans stating that the signage requirements of Section 11178.5 will be satisfied. 9. Per Section 11148.1.1, when sprinkler or fire alarms are provided, they shall comply with the following: a) Approved notification appliances for the hearing impaired shaU-be installed in accordance with the provisions of NFPA 72G. ' ,i . '...f. City of Carlsbad ii!iei•ii,iAAii,i-i•lA·i¥Ni,eiA,ii BUILDING PLANCHECK CHECKLIST DATE: J-/6-9'6 PLANCHECK NO. CB 960,;2/ e?,, BUILDING ADDRESS: :2/05 ~~-\ PROJECT DESCRIPTION: a:;~ ~=~-<<'~~· 6JZ; i/ dh.L-:) ASSESSOR'S PARCEL NUMBER: ,21.J· -1..aa-2'p . . EST. VAUE 19+,,,?£0-----r .. ENG.iNEERING DEPARTMENT DENIAL APPROVAL The Item you have submitted for rlYiew ha bMf'I approved. The approval la bald on pllna, Information and/or·speciflcalions provided in y04X submlttll; therlforl any cpangea to these ltlffll after thll dalt, Including 1'llld modiflcallonl,. muat bl reviewed by tt,la office to NUre continued conformance with appllcata codll. PINN review carefully II com"*118 lltaChed. • failure to comply wttn lnstructlonl In thll report can rNUI In suspensk)n ot pennit to buikl 0 A Right-of.way permitia requirld pnorto COl"lltNCtion By:. ________ Datt: __ _ at the following improvtmlntl: ATTACHMENTS D· DedlcatJon AA**" DD1c1-a.... D 1mprcMffllf1t Appbllon D lmprovtmtnt Checkllt D Future lmprovtmtnt Agtlllmlnt · D Grading Ptnnlt AppllclllQn D Grading Submltll Chlckllt DRlght of Way Penni AppllCadOn D Right of w., Penni Submiltll Chlckfllt and lnfonnlllon ShNt D Sewer FN lnfonnlllon ShNt' By: __ ......., _____ Datt: __ _ ENGINEERING DEPT. CONTACT PERSON ~m~ "ofCanilbacl ADDRESS: 2075 Lp Palmp Or., Clr1sbad. CA 92009 PHON~: (§19) 43f:1161. Ext -f3/5 A.""4 P:\DOCI\CHKLl1\IP0001.PRII RIV Ol/11/M 2075 Las Palmas Or.• Carlsbad, CA 92009-1576 • (619) 438-1161 • FAX (619) 438-0894 BUILDING PLANCHECK CHECKLIST SITEpwt 1 sW 2nd./ 3rd./ [El· D D 1. Provide a fully dimensioned site plan drawn to scaJe. $how: 0 D D A. North Arrow D~ Property Unes Easements B. Existing & Proposed Structures E. Easements C. Existing Street Improvements F. Right-of-Way Width & Adjacent Streets 2. Show on site plan: A. Drainage Patterns C. Existing Topography B. Existing & Proposed Slopes 3. Include note: •surface water to be directed away from the building foundation at a 2% gradient for no less than 5' or 2/3the distance to the property llne (whichever is less).· [Per 1985 UBC 2907(d)5]. On graded sitN, the top of any exterior foundation shall extend above the elevation of the ~-gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 Inches plus two percent" (per 1990 UBC 2907(d)5.). 4. Include on title sheet A. Site address 8. Asse$SOr's Parcel Number C. Legai Oescrfptiori For commercial/Industrial buildings and tenant Improvement projects, include: Total building square footage with the square footage for each different use, existing sewer ·permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. · EXISTING PERMrr NUMBER DESCRIPTION MVOll11/N IUILDl"Q PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 1 stv' 2ndv' 3rd-/ · · D D D 5. Project does not comply with the following Engineering Conditions of approvaJ for Proj~ ~-------------------------- Conditions were complied with by:. _____ _ Date: ------- DEDICATION REQUIREMENTS 0 D O 8. 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 au new buildings and for remodels with a value at or exceeding S _____ -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 comple~ed application form and the requirements on the checklist at the time of resubmittal. Dedication compl•ted by _____________ _ Date: ___ _ IMPROVEMENT REQUIREMENTS D O O 7a. AU needed public Improvements upon and adjacent to the building site must be construct~ at time of building construction wh~never the value of the construction exceeds S -pu.-.uant to Code Section 18.40.040. Public improvements required • follows: ____________ _ P1NM have a registered CMI Engineer prepare appropriate improvement plans and submit them together with the requirements on the attached checklist for a separate plandleck prOCNa through the Engineering Department. Improvement plans must be appn,wd, appropriate MCUrltf• pelted and f ... paid prior to issuance of permit. Attached ,>INN ffnd an appflcatlon form and submittal checklist for the public improvements requirements. Provide the completed application form and the requirements on the checklist at the time of resubmittal. Improvement Plw signed by: ~d · J/4,fidt..:a Date:~ Plgt2af4 RIVOl/11/M BUILDING PLANCHECK CHECKLIST jJtJ 2rJd,/ ~d,/ . U D l.J · 7b. ~ of the public Improvements may be deferred pursuant to code Section 18.C Pit 11 • aubmit a recent property title report or current grant deed on the property Ind processing fee of '·------~----so we may prepare the nermary Future Improvement Agreement This agreement must be signed, notarized 0 0 0 and approved by the City prior to issuance of a Building Permit. Future public improvements required as follows:, __________ _ Improvement Plana signed by: __________ Date: ___ _ 7c. Enclosed please ffnd your Future Improvement Agreement. Please return signed and notarized Agreement to the Engineering Department. Future Improvement Agrnment completed by:, __________ _ Date: ______ _ 0 D D 7d. No· Public Improvements required. SPECIAL NOTE: Damaged or defectivt- improyements found adlacent to building site must be repaired to the satisfaction Qf th• 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. 8a. Inadequate Information available on Site Plan to make a determination on grading requirements. Include accurate grading quantiti• (cut, 1111 import, export). . . Sb. Grading Permit required. A separate grading plan prepared by a registered CMI · Engineer must be Submitted together with the completed application form attached. NOTE: The Grading Permit must be Issued and rough grading approval obtained prior . to iguance ot • Building Penn1t, ow ~ 3 ,4-4--q A- tJJ ~ ·LY..o.A/ll.LL. J:Jcu6 a+4f-?A-pradlffg hlpec#o{ stgnoff-by: _____ --------Date: ___ _ • D O D ec. No Grading Pennit required. MVOl/11/M 1 st{_.-2tid./ 3rd./ BUILDING PLANCHECK CHECKLIST MISCf! 1 fNEOUS PEBMID CE" 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 Rlght-of-Way1 Types of work include, but are not limited to~ street improvements, trees, driveways, tleing into public storm drain, sewer · and water utilltiN. · Right-of-Way permit required tor _______________ _ A separate Right-of-Way permit Issued by the Engineering Department is required for the following: Lh-y,µ_g,,1-4<1 ~ f· Lt//2<&ffe--.> ~ .. · , 10. A SEWER PERMIT ii required concurrent with the building permit issuance. The fee is noted in the fees section on th• following page . . !IJlf\15 D· 11. INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial Waste Permit A,)plloatJon Form and submit tor City approval prior to issuance of a ,Permit. ~ ~ ,. Industrial waste permit accepted by: _______ Date: _____ _ Plgl4af4 RIYOll111M ENGINEERING DEPARTMENT ENGINEERING REVIEW SECTION . FEE· CALCULATION WORKSHEET 9,-Estimate-based on unconfirmed informati~n from applicant. ~ Calculation based on building plancheck plan submittal. Addr~ss: ~ / 05 & J ~ Be( Bldg. Permit No. {!_/3 '7 bO .;;;l. / ;;L Prepared by: m Ii f1t-.. Date: P/lb,/'ft,, Checked by: _____ Date: ______ _ EDU CALCULATIONS: List types and square footages for-all uses. Types of Use:~~ Sq. Ft./l*tit&;.3 3, I ~D Ysoo'§ou•s:._-=lo....,o.....,fo..___;2._ __ _ Total EDU's: _ ___./4......_~_h=-..;;..;2_~-- ADT CALCULATIONS: List types and square footages for all uses. Types of Use~ ~· Sq. Ft./tJnits:-.3-3, / ;;\ 0 z{C(.(J ADT's:. __ ,;;,..~..;;..~--l, ___ _ Total ADT's____,/ __ tp-(o=---- FEES_ REQUIRED: PUBLIC FACILITIE~E REQUIRED g YE:S p No·(~ Building Department for amount) WITHIN CFO:· ~S (no bric;lge & thoroughfare fee, D NO · reduc;ed Traffic Impact Fee) ~PARK-IN-LIEU FEE PARK AREA:. __ _ ~ FEE/UNIT:.____ X , NO. UNITS: __ _ l::::J 2.TRAFFIC IMPACT FEE ADT's/UNITS: / &:I&, X _ FEE/ADT: ~ :)._ . . ~RiOGE AND THOROUGHFARE FEE ADT's/UNITS: _____ _ X ~~ADT: ___ _ [kl~ FACILITIES MANAGEMENT FEE ZONE: 5 -~/ SO.fT.33)/~c) [0' 5. SEWER FEE X FEE/SO.FT.: 1b 19 PERMIT No. 5 F t?J boo/ i EDU's: [q ,. t, '2. X FEE/EOU: / ~ C)b BENl;FIT AREA: E EDU's: (d O /o ;;i__ DRAINAGE BASIN: _ f5 CJ - ~DRAINAGE FEES: PLDA 8 - x FEE/EDU: R 7 C/ HIGH X /LOW --- _ ACRES: :J.0 //o x FEE/AC: ,$j 53.;l. . ~ SEWER LATERAL ($2,500 DEPOSIT) ~WATER FEE EDU's: /no lo A X FEl;/EOU: ;2._ "9-t)Q =$ -{3 - =$ 3JfoS;)... =$ 0- =$ L 31._ :;J4g =$ LI) q5(p ~ =$ ~,JL9 ; =$ LI) 91-1 =$ e . =$ !Si & 3g . TOTAL OF ABOVE FEES*: $ {o ~ 1 51 ~ *NOTE: This calculation sheet la NOT a complete Hat of all fees which may be due. Dedications and_ lmprove~ents may also be required with Building Permits; P:\DOCS\MISFORMS\BP0002.FRM REV 01 /04/95 CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR: Jw./ ~4..-t)~,,/ ~ DATE: ft2 84£ PROJECT ID ____ /_....~_R._~_[_~ __ _ GRADING PERMIT NO. ---- / --.6 c:..z LOTS REQUESTED FOR REL,EASE:_t-_<;.,'_K _____ ~ ___________ _ N/A = NOT APPLICABLE ./ = COMPLETE O = Incomplete or unacceptable 1st 2nd. / 1. I/.' 2. 3. 4. 5. 6. 7. 8. 9. 10. Site access to requested lots adequate and logically grouped Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public: Letter of request for partial release submitted 8½• x 11 • site plan showing requested lots submitted. Compaction report from soils engineer submitted. Engineer of work c.ertification of work done and pad elevations. Geologic engineer's letter if unusual geologic or subsuriace conditions exist. Project conditions of approval checked for conflicts 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 buildi' permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. D Partial release of the site is denied for the following reasons: Project lns~e~o/1 ,t' -#z~. Senior Inspector Date &46 /oat Project Engineer Date H:\LIBRARY\ENG\WPDATA\INSPECT\FORMS\PARTSITE.FRM THE BLACKMORE COMPANY ... :•-:1· ---:-,=~:;::::. ::::;::;:;;tt:;:::r ........ --~----:-------..,......----------------- . INDUSTRIAL REAL ESTArE, June 11, 1996 Mr. Don Moore CITY OF CARLSBAD · 2675 L~s Palma~·bri~e Ca,rl~b.ad, ·CA ~2009-1576 RE: LOT 52 -_CARLSBAD RESEARCH CENTER Dear Don: 12626 High Bluff Drive Suite 440 San Diego, CA 92130 FAX {619) 792-1615 (619) 792-1212 Th-is letter is in regards to the above referenced project and re;l.ease of b1.J.ilo.ing permit. Upop.c review of the rough grade "pad" certification, we agree with the content ancl·:l;'urther _request that the City of Carlsbad release the building permit at this time. -, ( • f We· appreciate · your .:response . to this. matter and expediting this phase of the project. . SJncerely7 Ji&pJ~i ·• ackmoiJ-_ · ··Allen J. ·lackmore · THE BLA ORE COM~ANY ,; "t ~ ,. ~ ~ l ~ --I C"'! 41 .. .. .. • • Q Q ~, I .!' .!' ; ~ "' ... " " .. 8 .c "" i i i:: -.. ·! • Q I J ; "' J "" i -.. PLANNING OiECKUST Plan Check No. CJ 6 -J J J.. Address }Np£: fr ,;-Hll?Mo rJ NJ . Planner DAVID RICK (Name) APN: ,)JJ~ /J0·;2o Phone 438-1161 ext. 4328 ------ Type of _Project and Use Aleq; 7tJ__ 81,4, I Zone {)/v') Facilities Management zfute_b ___ _ CFD~out) # . LA"ircle l_tf_p .... r-ope_rty_in,_c_~m----.pl-ete SPECIAL TAX CALCULATION WORKSHEET provided by Building Department.) (21 rtem Complete (9 [tl!lll rncomplete · Needs your action 1, 2, 3 Number in circle indicates plancheck number where deficiency was identified . ef D D Enviro~tal Rmew Required: YES _ NO L TYPE __ _ 'l DATE OF .COMPLETION: ---------------------------- Compliance with conditions of approval? II not, state conditions which require action. Conditions of Approval_. ____________________ _ APPROVAL/RESO. NO. ___ DATE: _____ _ PROJECT NO. ___ _ OTHER REIATED CASES:----------~------------- Compliance -with conditions of approval? If not, state conditions which require action. · Condit;ions of Approval----------------------- DATE OP APPROVAL: ------------------------- San Diqo Coast District, 3111 Camino Del Rio North, Suite 200, San Diqo, CA. 92108-1725 (619) 521-8036 Compliance with· conditions of approval? If not, state conditions which require action. Conditions of Approval ______________________ _ ti" 0 0 lnclusioaary Housing Fee ~: YES _ NO / (Effective date of [nclusionary Housing. Ordinance . May 21, 1993.) Site Plan: 1. 2. Zoning: 1. ~o troo 2. 3. ~o 4. 25" C. / o -z.. Str,..d..t/1,,J.. ;,, 'VI~ c-t• .... -t Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed .structures, streets, existing street improvements, right-of-way width, dimensioned setbacks and existing topographical lines. Provide legal description of property, and assessor's parcel number. Setbacks: Front: Required 3tJ I Shown Jo I rnt. Side: Required ~3& ~hown Jo' · Street Side: Required JO' Shown 'e) ( f- Rear: Required lD t Shown £Of,f- Lo.t coverage: Required 5oJ/fftihown ~ Height: Required 7£/ Shown ;fl' Parking: 1/2 Shown 102- Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER PLNCX.PRM l"l'i7 ..,,7tJo City of Carlsbad · · 96027 Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check I Date of Report: Tuesday, February 20, 1996 Reviewed by:_M_c,,t~~A-¥~~· _ Contact Name Address City, State Bruce Steingraber 242.12 Sargeant Rd Ramqna CA 92065 . Bldg. Dept. No. _96_-_2_1 _2 ___ _ Planning No. Job Name Lot 52 --------~-~------- Job Address 2105 Rutherford Ste. or Bldg. No. ____ _ jg!. Approved -The item you have submitted for review has been approved. The approval is based on plans; in.formation and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. D Disapproved -Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review tst'---'---- CFD Job#~_96_0_2_7 __ 2nd-'--·--3rd, __ _ File# ___ _ 2560 Orjon Way • Carlsbad, California 92008 Other Agency ID • (619) 931-2121 City of Carlsbad Fire Department General Comments: Date of Report: Tuesqay, February 20, 1996 Contact Name Address City, State Bruce Steingraber 24212 Sargeant Hd Ramona CA 92065 96027 • Bureau of Prevention Bldg. Dept. No. _9_6-~2_12 ___ _ Planning No. _____ _ Job Name Lot 52 ----------------- Job Address 2105 Rutherford Ste. or Bldg. No. ____ _ This project is approved pending compliance with attached .conditions. I recommend thEl addition of pop-out doorways to comply with possible high pile storage requirements of access doors every 100' in the warehouse area. 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 ·• ~ . ·. Requirements Category: Building Plan Check 96027 Deficiency Item: 04 Additional Fire Hydrants Additional fire hydrants shall be provided. Contact the_ Fire Prevention Bureau for locations or provide a suitable site plan on which tentative locations can be.indicated. Hydrant spacing in single family residential developments shall be 500 feet. Spacing in industrial, commercial and multi-family residential projects shall be 300 feet. The Uniform Fire Code Appendix Ill-A has been utilized to· detertne the required·fire flow and number of fire hydrants required. Deficiency item:-05 Water Improvement Plans p~ Submit water improvement plans for review and approval. Deficiency Item:-11 Knox Box f"IIJ 11'1(,-~equired when access to or within a structure or an area is unduly difficult because of ,:,.;----secured openings or where immediate access is necessary for life saving or fire-fighting purposes. The Fire Dept. will determine the location for the key box and provide an authorized order form. Deficiency Item: -· 16 NS Design . · C. . ~ystem design shall be in accordance with standards set forth by the National Fire f~ Protection Association and UBC Starn2f'ards 38-1 and 38~2. Permits are required prior to installation. Deficiency Item: f6fJ/JtlJr,- Page2 Plans, specifications and calculations shall be certified by a licensed fire protection engineer or other person deemed competent by the Chief, and submitted in the name of a licensed sprinkler c~mtractor. Warehouse buildings for which no specific use, occupant, product, activity or storage array has been identified, shall be protected by sprinkler system designed to deliver water at the rate of .45 gallons per square foot, throughout a ... square foot design area. -auo 18 Fire Extinguishers Required Provide one 2A 1 OBC fire extinguisher for each 6000 square feet or portion thereof with a travel distance to the nearest extinguisher not to exceed 75 feet of travel. See item 32 for any additional fire extinguisher requirements. Feb 20, 1'996 G \ I, • I LOT-52 SUBJECT: SHEErNO: BASIS OF DESIGN • • ·• • • • • • • • • • • • • • . • • • • • • 1 ROOF & FLOOR FRAMING • • • • • • • • • • • • • • • • • 3 COLUMNS & COLUMN FOOTINGS • • • • • • • • • • • 15 LATERAL, DIAPHRAGMS, CHORDS, LEDGERS • . 20 WALL TIES, SUBDlAPHRAGMS, DRAG • • • • • • • • 29 WALLS OUT OF PLANE ••••••..•••••..••• 40 WALLS IN PLANE • • • • • • • •. • • • . • • . • • . . . • • 57 . FOOTINGS ·• • • • • • • • • • • • • • • .. • • • • • • • • • . • 115 STRUCTURAL CALCULATIONS 2 14 . ·-19 28 39 56 -114 -129 RJI ENGINEERING, INC. CollmJlting Structural Engineers 11545 W. Bernardo Court, Suite 300 San Diego, CA 92127 Job No. C95-130 By: PC (619) 673-8416 (619) 673-8418 FAX Check By: Date: 2/96 (- 0 LA ~w R..H ENGINEERING, INC. BASIS OF DESIGN Scqpc: of Sc:rvices Establishc:d Y N Projc:ct Scheduling Y N Authorizing !urisdiction ___ C,._:A.,_..,R..,.'L..,S;;,;W.,.....___. _______ _ Governing Codc:(s)'-----=U .... S;;....;;C. ...... /'7._7/f:....._ ___________ _ Structure Data: Description: ________ ....., _____________ _ •Occupancy: a,-:l-"'Type of-Constructiori:. __ v.....,t{ ........ __ Exterior Wall Matcrial:...,.__J:....,(L ... T_-_v ... e ...... ___ ...,... _______ _ Sir.: Plan: __________ .,.... _____________ ___ Grading Ptm: ________________ _ Project Name C4RLSfW) "RE$§4/lqf C§'/Ta' t.or_;5z. Project No. C4.sl3° Date /-16 Project Engineer. ___________ _ •Sc:ismic Zone: ____ ...._ ____________ _ •Importance Factor: __ ___..,. ____________ _ •Wind Exposure: _________________ _ Structure Plan Arca:. ________________ ___ Tow Floor Area:(Bldg. Only): ___________ _ Mczzanino: Area:_..,·....,.5,-$i ... 7 ... 0.....,> .... f._~ ... : ______ _ Ove~ Blditructure Heights: Elevator Y Stain 0i Type: _________ _ Special Conditions: ___________________________________________ _ Soil Report By: $,Eo Soll..$ , '%N,. Content: (Check ir.:ms included in report) Fo~ndation Type:._..,..,.......,v',__ _________ ....,.. __ _ Expansive Soils: __ · _· -----------------Adjacent Loads/Slopc:s: ..... __,. ______________ _ Settlement: ___________________ _ Liquefaction: ____________________ _ Cut/Fill Line Within Structure: ________________ _ Report No. w. O. ,qz.l:,-SC Date: NaV. '301 l~'Js Test Boring Plot Plan: ______________ _ •soil Classification: _______________ _ Water Table Elevation: ______________ _ Active Pressure: ________________ _ Passive Pressure: ________________ _ Building or Tank Wall Pressure: ___________ _ •Design Bearing Capacity:_....,,2..,,0 ... Q ...... Q.....,p_s_~-------- Spc:cial Conditions:_. ___________________________________________ _ Roof Construction: 'SAIZ -:/'O/J'T 1 'PAt(el l¥GJ) Roofing Material: ____________________ _ •Roof Loads: 20·psf (subjc:ct to reduction-see design memo) Mechanical Equipment: Weights: ____________ ....., ______ _ Location: _____________________ ....,. Support: ___ ....., ________________ _ Special Conditions: __ .....,. ______________ _ •~ps Drawings: (Check those that apply) _Prefab roof ttusi or I-Joist _Glulaminated Tllllber _Sttuc:tural Stett=l _Misc. Metal (Where parts are. shop welded) _ Fir= Spi.:inkler ~ystem _StorefrontSystcm/Skylites -:-?.Anchor Bolt Layout VRcinforcing Steel , -. Concrete Mix _Other ________________ _,.. __ ..,.. ___ _ •s ow on contract drawings f/11 ~LI/ '-' Floor ConstIUction: / 4 C,0#,C.. · DVeR zt;S f;h e .BM :[O/S1. • Floor Loads: (Provide load mapping as required) 80 ?SJ:. . Cimcentrated Loads: _______________ _ Special Conditions:. ________________ _ •~ial Inspections: (Check those that apply) _Concrete Placement and Strength ·VBolts in Concrete/Masonry ~einforcing Steel Plac~nt ~lding: Field_V""_ Shop __ _H.S. Bolts _Masonry, Pristns Required Y N _Piling/Caissons __shotcrete _\/_ rDrilled in Anchors _ Other. ___________________ _ 11/18191 I R2H Engineering, Inc. $ ~-- t,oT-52-PROJECT~·~·------,--'-------------- SUBJECT-'-. ------------------ JOBNO. C9.S/3o DATE 1-96 --..L..----<'-"'---- SHEET--~--OF-- Q_ MATERIALS, GRADES AND STRENGTH. Following is used in ail~ unless specifically noted otherwise on the plans. ROUGH FRAME; Studs, plates and blocking DFL Standard or Better Joists, Rafters and Headers • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . No. 2 Beams. Stringers and Posts ( 4 • & larger in width) • • • • • • • • . • • • • • • • • • • . . No. 1 Glu Lam Beams: Submit AITC Certificate of Compliance • • • • • • • • • • • • • • • • 24F-V4 Simple Span 24F-V8 Cantilevered Span Use common wire nails for all designed conditions and lJBC Table 25-Q (Nailing Schedule) in other cases~ . All framing anchors are by Simpson Strong Tie. (Equivalency approval. if requested, based on 'ICBC Research Reports) Vertical (s~ear wall) and horizontal wood diapbtagm sheathing: AP A Rated CDX Structural I CONCRETE BLOCK MASONRY: Hollow Core ASTM C90 Grade N-1. Medium Weight Mortar Types fm= 1800 UBC Std 24-20, 2403 (c) Grout Types f c = 2000 UBC 2403 (d) Design Strength fm= 1500 (solid grout) UBC 2405 (c) CONCRETE: Strength (psi) 2000 Max Ag!rregate Size Slump Foundation Slab on Grade Tilt-up Walls Drilled Piers Supported Slabs } Beams & Columns Concrete on Deck Water Structure 3000 3000. 2500 4000 3000 4000 l1h" l" lh .. l'h" ¾. lh" ¾" 4" 3" 4• 4• 4" 4• 4" REINFORCING STEEL: STEEL: ASTM A615 Gr4C No S and smaller Gr 60 No 6 and larger (Use Gr 60 for all tilt-up panel steel except base dowels) ASTM A706 Gr 60 All welded rebar Welding of rebar to CQnform to A.W.S. #Dl,4-79, submit certificate of carbon equivalent and weld procedure prior to any welding of rebar. Special inspection required for all field welding, Submit certificate of compliance for all shop welding or provide speci~.~µo~.. . .. U lifinishec:f:Bolts. High Strength ~Its Pipe Col~-- Structur.iI·.Tube Shapes, Plates &. Bars ASTM A307 ASTM A32S .. ASTM AS3, Type E or S, Grade B ASTM ~00, Grade B ASTMA36 Fy=3Sksi Fy=46ksi Fy=36ksi COLD FORMED STEEL: Stu$ and joists Tracks and Runners Galvanize per ASTM. A446 Grade A AS'TM A446 Grade A -ASTMA52S FY= 40KSI FY=-33 KSI R2H Engineering, Inc. JOB NO. c9.S /30 PROJECT _____ L_O_T;__-_S_z.. ______ _ DATE __ /_-_o/_t __ _ _.y ___ ..__,____ SUBJECT_~~~;'_;.::,1/;_,;_1 ;_;.-7_;;:;:_.,.___.L~~~--~-=--· -----.3 SHEET---OF-- ~u opJ~,--1 .C,.:::, -=-i=:-w, r-tl ~ -,H- --z_ -z t.-.o:5 t ... I 3-~ t.9.-Z s. p"'.:::,F -~ r:;::::, t-e r 't;m:z2 a •cs I s 1 ... , ::zo f'""'::>~ 'l..L. I l 1:,~F /l, fST- .... -. -. --...... -. ·-··- --· --.. ·-----·-.... ... -·· ·-· -·------.... Q R2H Engineering, Inc. PROJECT~---~L~O..........:....T-_-~~~2--~_ ---------- BY_-,-----'--SUBJECT ___ ~R~o0~E-~FR!,..!LJ.A~M.=~M~,~-~------ --~z :r-; .J : • ~ -l ~- '-..()J-~.__-tt--------H...------H--~- ""t, ' ' -----·· -'"' .. "'i, ·--· ~ ~ If\ I I ~~~~~~~[~ .... :J-1 C'fYt ~ ~~~~~~~~ ·---· ·-, , ;? ........ I\ -· l @ ~ ~--'-----+1"-------------'---t+--,------tt-··--, ·-,, , ~·--- I, JOB NO. t1.9S /3o DATE l--96 SHEET 9: OF __ ""'l . ft ~ C) 0: , . ··-------------------< ----.. -• ·-·-· ~. ~ . R2H Engi.neering, Inc. JOB NO. c '9.s 13 o· ~ PROJECT ____ =L-..;;..,O,..:..T_-_/5_L_-------DATE /-9/J ~ 5fJ/3pUR.l/N SHEET .S OF ,~,,Y--------SUBJECT _ ,:1 ~ ~,1.Mp .. e: 4Al,C::.l)l>T I ~r~J : e,'.o" 1:7 ~ -6 p~ ~ ~ L.. 1.-. -~c; F-'f ~ 2 • I CP :: 40 ~(j? i./f1. .~f~N ~Uf;, p.!J-~L.l>J ~ f .. e711 t,x:4-Ofl-i 1 ~ ~4-ft~~- I II ~'}(v OfL. .-Le £.+"~~~-It?--~ ~)("4 CifL~ I e ~t'·P.c. 1--lA?-!C::tE~ 'f'z....t '·-'F'Zt.,N oic. 'f'Sf ~-R2H Engi.neeri.ng, Inc. iflll. PROJECT -LOT-!:iZ JOBNO. C9S/3 0 DATE J-q6 ~y ____________ ...,.. SUBJECT ~~ pu~L.i-1\J~. SHEET __ 6_QF __ • I ~ + t -L k 4 k } I k {(; ~* k f f J. k & f k f f k .f f J. ? . . ~ ~ ·r'S:/V\AZ\Zf .. I -c,' :o L. == 11 ptr x ~, -= ss"/, L.l -= /6f'Sf-XS'-::: Jzf3f;{ - z. '# Z.lb :f/'1 t:,:;~;. -__ /~o:....'-:-__ o,;_'_' a..~0:::::;__ ___ (_3_7L_-0_'_1 5~fA_N_-_)_· _ . -:fir/, pL == / 1 ps,-~ 10' == I I O , 1, '-== I b f'Sf .,t.;J == 16-o #{ Z-=-Z7o#J, _ .. USE. 30 k z/ f>/Jz8 7<= /. g"'-[Dl) z.. 61< (.,l-(,) R = z. I >c. CJ). 'v) 3..ok ,i.r..,) ~ R2H Engineering, Inc. -~ P-ROJECT ______ '-------'L=-o7'----.:5'._2-___________ _ JOB NO. C9~/3o DATE __ !,_./2._~.;._'6 __ ~y _______ SUBJECT------'----~-o_of __ 'J'.~o_/~~-~-------SHEET 7 OF __ . BAR JOIST SCHEDULE . - MAR.'<. SA~ JOIST DESIGNATION TOP CHORD (TC) -· AXIAL LOAD J-1 301< 216/IZB ~-1-~ J-2 I aoK.. 270/160 lf.. 71< J-S 30/<. zlb/tzB I 64. ,~ J-4-30/<-Zlb/JzS I 1o~ok J-S I J-6 r J-1' J-~ I J..:; JOIST NOTcS: I. TOTA!..1..0AO I t..lVe L-OAD -VAl:.UeS 6-IVEN IN L.BS. ~ L.INEAL.. FOOT. :Z. -'TG' AXIAL. l..OADS 61"1:N IN ~l~. a. 4. s. 6. 'TG' AXIAL. L.OAO t:'ENOTES setSM!G L:OAO IN TOP c~. 'TC' AXl"'1. LOAD M-"'"1"' ee El~ cor-F~ION OR Tc:NSION. 'TG' AXIAL. I..OAa ,'GT$ AT BASE C/F SHOE: AT )"tAU.. ee.A.PJN:S- 1..0GATIONS. JOIST 0£:SIGN SHAU. AGGOUNT FOR ,:..ooe::c, MOMENT c:uE TO eGCEN'T'RlGlT'T". - ~ De'l"All..5 I"°"-ALI.. L.OAO l'P'A~ ~M"'l~TIONS. i. Se '51'l:a. JOISTS • JOIST 61~' NOTES ON SH!=T 5-1. &. .ACO LOAO OP :ZSO LS5. Ai AN'!"' PANE:!.. POIN1' · SHAU. ee l~ORA't'J:t::, INTO eAP. .JOIST LOADING- AT AU.. BAR .JOISTS. Cf. AU. JOISTS SHAU. HA~ A ~T Dl:PTI+ ~ s• U.N.O. IO. exAMF'L:J: OF BAR JalST GAL.1..-aJT IS AS FOLI.a!,'E;, JOISTC!:P'!'H IN INCH$ ~ _ ;--: ---TOTA!.. LOAD 20 1<. 216 ; 1.2e - JOIST ~ES_____/ \_I..M: LOAa Tr1"e . .... __ .,_ .. _____ ., ___ --.. . . -· .. --__ ., __________ ....... . . ... .. --------·------·-· ------.. ···-·--· -------··· -·- . . -·· ·--·--· ---. --· --- . ·-·-..,_ ----· . --------- ----------------,,----. G .. ) ' . R2H Engineering, Inc. JOB NO. C'9S /30 PROJECT ____ L_o7~-_s_·_z. __ ---,-________ _ DATE-~'---~6 ___ _ BY_-.-~-~---SUBJECT ____ 2K~D~P~r-~6~1.~'R='.17~'BaR~.------SHEET-~8,<__0F-- -<-·-· ---------------------··--... : I ; '. (#-of-17ll/J1-·• -·-·--·-:-··-· ... .. -·•·• ·-. ·-! ..,...1 _...1-;·-, -,-1 ---,.---.~-::: ---=~;_~-~~--:;--£~-;;~;~~-·=·-~:·4~/6g__! :... ----~ -· --r--·- I : t ; ' . Z:[.____;-=:: __ /6X'_, ~---I --=--·..:.s:rz;:o ~ ·-·· ... -i- 1 ....,i__,_-r--,---.;.--e--'--....-;--__,,.-...;.-..... ___ . __ 4 __ x. e _________ .. ___ ., _ .... ... .. . .. . .-'--"-I+-~ .;----.;-,___;s------,--;---'-,.--· _· ' : ~ _ : ;-~-,-------.--,q,-z-ao ":if .. ·-· i : ! l • I , l -; ...,...! +----+-'.~, ·'---'-----.---':-('!lo._:_7;/<J4)· ~~-~-~ -~~~~-~-~-.~~ ~-~-~~--:~·.:=-----~~~~~ --. ~···~------· ·----- ......... --------.--~-----=· .. ~--J-~o-:x·· 01 ::.:.·-------·,A:· ;IB·o r/1· ·--+--~--~--.--. ---1?--L---_1.?~-""--·· .. J. . . _ -~-o __ ------------~-··--z:_ ~== . ! ?_~_4."? ~-ff' -·---~ :. ·:s.. :7 60 ::If ~=-·~-JO; ~o~ -----·--·-_,___ __ . . . 1-........ ~...--'~--,-------------·---· -------·--------~---·-... ,. ·---,----,--------· ------------------------.-. ----· -~ I I l I ' i 1 ·. 1 ; I l ,_ ' I : · i I! 11. I ,' i.--1 ·I, i,i ! I· I ; '. 1_· I I I i-:--, /;_ :;:: +:_ ·.::; _ _,_:!;_·-_-,: . ....;..-;-+..;._-'--.;..' ~-' . . 1 ---.--'- ! _ L-,.. .----,-• .'.,_ ....... :· .··_.: ___ .:.:. 1-, ...:..__1_ J_,· . ..;__,__,_'1 .! !i, ,_;_;__!·· ,'.· .:..:~ I I I I ,I ,· i ; 1· , ~i i I ' 1 T-:-· 1 _ --~ ·-,'--11-+-+-,--1-ii--li-'-'-i~l~_,_~-i.-+1-1-L-, ...... ;-+/-'-1-'--i--'--"1-: ; ~ ; l r-j i i , 1 , , , , , , ; i !-·, -: ! I 1· 1 l I H-f-! 1, I ,i '!I'.!,'. . 1·: •, ···1· I Ii ·' j I --1----l • ; ' ~~:~ _ _,i_..,_ ,' -.. ! r i I r 1 , t,. 1 ~, 1i::J111 ! ~s -r-: 1 i: $ ~ y R2H Engineering, Inc. JOB NO. C9.S/3o PROJECT LoT-S-Z-DATE /-96 SUBJECT SHEET 1 OF_ JOIST GIRDER SCHEDULE- M°ARK SAR JOIST DE516'NATION TOP GHORo··-(TC.) .-AXIAL LOAD 6-! I 48G, 6 /I. /0. t;I<. Z-7."lflt- G-2 44-q s-;11. 9. q.,lc.. :z:7)fk- G-5 I 4({,q 6# 9,(fk, :z.7_.4,Jc. -G-4 I G-5 I I .. GIRDER NOTES: L 'TC' AXIAL LOADS 61\/EN IN KIPS. 2. 'TC' AXIAL LOAD DENOTES SEI-SMIC LOAD IN TOP CHORD. S. 'TC' AXIAL LOAP HAY 6E EITHER COMPRESSION OR Ti=NSION. 4. 5. 6. ~re DETAILS FOR ALL LOAD TRANSFER GONF16URATIONS. ·· SEE· 'STEEL JOISTS • JOIST Gl~ERS' NOTES ON SHEET 5-1. · ADD LOAD OF 1,000 L.65. AT ANY PANEL POINT SHALL EE INCO~OAATED INTO Gl~ER LOADING AT ALL 6AR JOIST cSIRP.ERS. ,. ALL GIRDERS SHALL HAYE A SEAT DEPTH OF .. 6" U.N.O .. _ ..... · .. ·.:..·~--- e. . EXAMPLE or= STE:E:L elRDER GALL-OUT IS ~ FOLLO_Y't?:_ -..... ·-·-..... -· ·-. ·---··-. ·-· .. ··----·- __ .._....,.... _____ . -.... R2H Engineering, Inc. JOB NO. C.t::/S /Jv PROJECT ____ ---'_t_~~T_-_:t:~2..=-__,.--,-------DATE __ /_-_'9_6 __ _ e . BY ___ --'-___ SU8JECT_ .......... _:2=N=D~M...:l.'-'r.'--!RA=·.:.:...fl...:..:..-;.:..:..W1~~------SHEET 1° OF-- . --. ----~~--... --.,. . --~(!) ------------i i' I .-. ~--.·.:::~---·-'ii·;.=··=·=··::::::;=======;::=====~· --· ----! ---------@ -····· ••.. -./ ---I ·0--.:: ' ! ' ------@ .. :::- 0 ··0- -----/r---------E-=&-=-------:-t===~~----------fC -========== -====::: . ---·---· ------------------------· --·----·---------------------.. -·-- .~~ -· ..... - ~ R2H Engineering, Inc;:. JOB NO. c~s-a- PROJECT C-o7-$2.. DATE I -'76 ~ BY SUBJECT SHEET // OF-- ',;;? - --------~------· ------· --------··--------· -. f'"'"'f.1.• vi R2H Engineering, Inc. JOB NO.-C~'7~S_-_l_3_o __ PROJECT ___ ~-~£_Q~7_-_s_z.. ________ _ DATE __ /_-_9_6 ___ _ BY_-~------SUBJECT __ _.3!!ZJJ:z,<A<..P~c~~~~n=~/~~~H=aj~'hr_~-----SHEET ti. 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I R2H Engineering, Inc. PAOJECT ____ t_~_T_-_s_z.. _______ _ _ y ______ SUBJECT:!cf4?<2E ~l. 1-? 1 6A-.:>E:"fe J E:r:41. I 4'{42.::?F tJdl'-: f-}-r-::. 2-1 . -.:-'7 kL = zq 1 "J. IO -:Z.3, A-~ 't:f ~(:'7F. C::,i,. """ /3 fJ, t. r;,oo :. r-~ a,'9i:=-L,.. L.;. -:: I ,,_ p ff y../ ~ t,-.:> ::: 2-I, ·6 o o 'IZ/' 4s, o~o*I I ,, / z.';( /2- (/ 4-s~ --'7 -!i-r.;:, = --------o. ;Ji~ ' I /1-;l/'1.--- -C ::= z.~ ·¥-c O.JJ-U \ '/z;;;;: r . .-z.s:if-.. J -:,,7 o.d' . ,, Ll~~ ~== fe. 1~''.x n}'y ¾ , U/ 4.;, ?./.1-11 ~ A,..~ I"'::> -:It::;: JOBNO. c..9S/:3o DATE_.,__/ _-..,_;;9_6;;.__ __ /S SHEET---OF-- 4 .t°, oo-> '-f IU--x. S:. fx S. .> )( ~ _..;.....:;. ____ ,__.-F--.""--~-....;..'"-~------· _ : .. 1117. ·<. ·_· :z.~1.0.0 17.Jr:. -.::. • ..> J'. .).~ '. -ti J /1 I J /I I ' __ • ·-· • , , 5-6 ;< .srb x. 2, . -_ --~------------.. - ~,1:t, .. '• , . --;,!.---~----"-~ " .. , .... ;. ---- 1 .. F: - ,_. R2H ENGINEERING CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 SAN DIEGO, CA 92127 SQUARE FOOTING DESIGN LOT-52 LOADING DATA Dead Load k: Live Load k: Short Term Load k : -Seismic Zone . Over~u;den ~eight psf: Combining 11 ve & Sh-ort Term Loads ? FOOTING DATA --,---Size (Length & Width} ft: Thickness in: # of Bars Rebar Size Number #: Column Dimension in : f I c pst: Fy PP: Cover over rebar 1n : Concrete weight pcf: SOIL DATA ----Basic Allow Soil Brg Press. psf: Short Term Duration Factor Ftg. Depth Below Soil ft: Soil Pressure Increases ... : :_. -·~· ... · Title: Scope: Job#: Designer: Misc: Date: 01/23/96 FOOTING REINFORCEMENT 1 2 23.40 30.60 21.60 40.80 0.00 0.00 0 0 0.0 0.0 No No 5.50 24.00 4 5 8.0 2000 40000 3.0 145.0 2000 1.33 0.00 6.50 24.00 5 5 8.0 2000 40000 3.0 145.0 2000 1.33 0,00 per foot of depth increase psf: 200.00 when footing is below ft : 1. 50 200.00 1. 50 0.00 0.00 V4.4A.3 (c} 1983-95 BNERCALC per foot ot width increase psf: 0.00 when footing is wider than ft: 0.00 CALCULATED FORCES ---Maximum Static Soil Pressure psf: Allow Static Soil Pressure psf : Max. Short Term Soil Pressure psf: Allow Short Term Soil Pressure psf: 1-Way: Allowable Shear psi,: Vu/Phi ps;: 2-Way: Allowable Shear ps;: Vu/Phi psi: Mn k-f t : Mu/Phi k-ft: REINFORCING------' Actual Bar Depth Min. Allow% Reinforcing 200/Fy i~i'.~.:::.Analysis Rebar Area Req 1d Total Area Req 1d in: . % : in2/ft: in: REBAR CHOICES ---Quantity of: 14 Bars ,,15 Bars 16 Bars 17 Bars #8 Bars 19 Bars 110 Bars 1777.6 2000 .. 0 1063.6 2660.0 89.4 8.9 178.9 32.9 i5 .. 4 8.8 20.69 0.0018 0.0050 0.0005 0.0021 0.52 2.85 15 10 7 6 5 4 3 1979.9 2000.0 1014.3 2660.0 89.4 17.3 178.9 55.4 16 .3 14.5 20.69 0.0018 0.0050 0.0008 0.0021 0.52 3.37 18 12 9 7 5 4 4 EMENT "3--15.00 40.00 0.00 0 0,0 No'- 6.00 24.00 4 5 5.0 2000 40000 3.0 145.0 2000 1.33 0.00 200.00 1.50 0.00 0.00 1817.8 2000.0 706.7 2660.0 89.4 14.6 178.9 50.0 14.1 12.5 20.69 0.0018 0.0050 0.0007 0.0021 0.52 3 .11 17 11 8 6 5 4 3 Page: /ff R2H ENGINEERING, KW060291 '-{GJNEERS 300 LOADING DATA k: k: ;oad k: e . Weight psf: i ve & Short Term Loads ? FOOTING DATA ---h & Width) Number nsion ft: in: . I: in: ps~: p~l: rebar in: ight pcf: SOIL DATA ----. Soil Brg Press. psf : Duration Factor Below Soil ft : 1.re Increases ... Title: Scope: Job#: Designer: Misc: Date: 01/23/96 FOOTING REINFORCEMENT 1 2 23.40 30.60 21.60 40.80 0.00 0.00 0 0 ·0.0 0.0 No No 5.50 24.00 4 5 8.0 2000 40000 3.0 145.0 2000 1. 33 0.00 6.50 24.00 5 5 8.0 2000 40000 3.0 145.0 2000 1.33 o. oo· of depth increase psf: 200.00 .ing is below ft : 1. 50 200 .. 00 1.50 0.00 0.00 of width increase psf: 0.00 ~ing is wider than ft: 0.00 ALCULATED FORCES ---atic Soil Pressure ic Soil Pressure Term Soil Pressure t Term Soil Pressure psf: psf: psf: ps~: ps~: ps~: ps~: psi: owable Shear Phi owable Shear Phi . k-ft: ,k-ft: REINFORCING ---Depth • % Reinforcing Analysis , Req1d Req1d in: . \: in2/ft: in: REBAR CHOICES --- if: 14 Bars .JS Bars 16 Bars 17 Bars 18 Bars 19 Bar.s 110 Bars 1777.6 2000.0 1063.6 2660.0 89.4 8.9 178.9 32.9 15.4 8.8 20.69 0.0018 0.0050 0.0005 0.0021 0.52 2.85 15 10 7 6 5 4 3 1979.9 2000.0 1014 .3 2660.0 89.4 i 7.3 178.9 55.4 16.3 1'4.5 20. 69 0.0018 0.0050 0.0008 0.0021 0.52 3.37 18 12 9 7 5 4 . 4 EMENT 3--15.00 40.00 0.00 0 0.0 No 6.00 24.00 4 5 5.0 2000 40000 3.0 145.0 2000 1. 33 0. 00. 200.00 1.50 0.00 o. oo· 1817.8 2000.0 706.7 2660.0 89.4 14.6 178.9 50.0 14.1 12.5 20.69 0.0018 0.0050 0.0007 0.0021 0.52 3.11 17 11 8 6 5 ' 4 3 Page: ;g R2H ENGINEERING, KW060291 JOBNO. 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W-E"Lr:::, _-, /,r...u,_ == • ~'Z~Jl'-4--* 7~-Z?IDc:-:S-;lf-1•""'3-=£,.9 -~" O.k - ·-· -· -. ·----···--· -·-. -· .... ~ ,,:;v •• R2H ENGINEERING Title: CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 Scope: lob#: e,C,!;/30 SAN DIEGO, CA 92127 Designer: Misc; Date: 01/10/96 Page: ~ TILT-UP·CONCRETE WALL PANEL STRIP DESIGN LOT-52 TYPICAL WALL PAJEL WALL DATA Wall Height · = 29. 00 ft Parapet Height = 1. 00 ft Thickness -7 .SO in Rebar Size i 6 Rebar Spacing = 11. 00 in Wall: ZlCp = 0.300 . Parapet: ZICp = O. 300 Min. Allow Defl Ratio = 150.000 Fixity t Used @ Base = o. o Seismic Zone = 4 VERTICAL LOADS LATERAL LOADS Uniform Dead Load = 260. 0 i Point Lateral Load = 0. 0 i Uniform Live Load = 0.0 i ••. Height from Base = 0. 00 ft ..... Ecc. = 5.50 in (this is a Seismic Load} Uniform Lateral Load = 0. 0 ~lf Concentric Dead Load -0 .,o i •.. distance to Bottom = 0. 00 t Concentric Live Load = o. o I ... distance to Top = 0. 00 ft (this is a Seismic Load} Concrete Weight = 145. oo pcf Wind Load · .. -... -o.oo psf . . MATERIAL DATA SUMMARY----------- f 1c = 3000 psi Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated----Fy = 60000 psi Seismic Wind Phi = 0.90 M-n * Phi : Moment Capacity = 80307 ,4 in-# 79066.1 in-I! Min. Vert Steel t = 0.0025 Applied: Mu @ Mid-Height = 77173.3 in-# 0.0 in-# Min .. Horiz Steel t = 0.0025 Mu@ Top of Wall = 2230.4 in-# o.o in-# Max: .. vertical Spacing = 18.00 in Allow Axial Stress = 120.0 psi 120.0 psi Max. Horizontal = 18. 00 in Actual Axial Stress = 18. 5 psi 18. 5 psi 1d1 : Depth To Steel = 3.38 in Max. As t: 0.6 * RhoBal &.0128 0.0119 0.0119 Wall Weight = 90. 62 psf Maximum Service Deflection = 1. 907 in O. 000 in . Bf fecti ve Strip Width = 12. 00 1n Ht/Service Defl Ratio = 183 : 1 o : 1 Live & Short Term Loads Combined Seismic Parapet Wt Used Space bars @ base of parapet at = 18. o in 18. o in FACTORED LOAD STRESSES · SERVICE LOAD DEFLECTIONS Basic.Def!. w/o P-Delta Basic Mu w/o P-Delta Moment in Excess of Mer Max. Iterated Deflection Max. Iterated Moment LOAD FACTORS USED AC! 9-1 & 9-2 DL = AC! 9-1 & 9-2 LL = AC! 9-1 & 9-2 ST = .... Seismic= ST = AC! 9-2 ·Group Factor = AC! 9-3 Dead Load Fact = AC! 9-3 Short Term = UBC 2625(c)4 11.4 1 Fact~r UBC 2625(c)4 10.9 1 FactM V4.4A.3 (c} 1983-95 ENERCALC = = = = = 1.40 1. 70 1. 70 1.10 0.75 0.90 1.30 1.40 0.90 Seismic Wind Seismic Wind 0.470 in 0.000 in Basic Defl. w/o P-Delta = 0.336 in 0.000 in 48902. 7 in-I 0.0 in-I Basic Moment w/o P-Delta = 34930.5 in-I 0.0 in-I 77173.3 in-# 0.0 in-# Moment in Excess of Mer = 38792.5 in-# 77173.3 in-# 12.130 in 0 .• 000 in Max. Iterated Deflection= 1.907 in 0.000 in 77173..3 in-# 0,0 in-I Max. iterated Moment = 38792.5 in-# 77173.3 in-I! ANALYSIS VALUES ---------E :57, OOOt (f 1c· .5) . = 3122019 psi S-gross n : 29,000/Bc = · 9.29 Mer= S * Fr Fr: 5 * (f 1c·.5) = 273.86 psi Rho balanced Ht / Thk Ratio = 46.40 Seismic As(eff) = [ Pu:tot + (As*Ffl I / Fy= 0.519 in2 1a1 = (As*Fy + Pu) /(.85*f c*12) = 1.017 in 'c'= 1a1 / .85 = 1.197 in Moment of Inertia Modification Factor 1.00 I-gross = 421. 9 in4 I-cracked = 29. 7 in4 I-effective (ACI} = o. o in4 Phi : Capacity Reduction Factor = 0.90 Mn = As{eff} * Fy * ( d -a/2 } = 89230 in-I = 112.5 in3 = 30809.4 in-#· --~-0214 Wind 0.509 in2 0.998in 1.174 in 1.00 421.9 in4 29.4 in4 O. O in4 0.90 87851 in-I! . (continued on next page •. :.} R2H ENGINEERING, KW060291 A -~ R2H ENGINEERING CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 SAN DIEGO, CA 92127 Title: Scope: Job#: ct;s 130 Designer: Misc: Date: 01/10/96 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT-52 TYPICAL WALL PANEL { ..... continued) De,ign Method: Exact 1994 UBC 1914.0 V4.4A.3 le) 1983-95 BNBRCALC Roof DL :s 259 lb$ I RoofLL,. 0 lb$ "t RoofEcc • 5 in 0 0 0\ N Thick =7.50 in Using:• 6 .i.11.00 in f'c = _3000 p$i Fy = 60000 psi Seismic Zone a 4 Seismic Factor •0.300 Eff. Width= 12 in Page: f./,/ R2H ENGINEERING, KW060291 A ~it,' •• ., . ,~. V R2H ENGINEERING Title: CONS.UL TING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 Scope: Job#: SAN DIEGO, CA 92127 Designer: Misc: Date: 01/25/96 Page: QL TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT -52 WALL PANEL AT LOADING DOCK IAL'L DATA VER-TICAL LOADS LATERAL LOADS Wall Height = 33. 00 ft Parapet Height = 2. 00 ft Thickness -7. 50 in Rebar Size I 5 Rebar Spacing = 12. 00 in Wall: ZlCp = 0. 300 Parapet: ZICp = 0.300 Min. Allow Defl Ratio = 150.000 Fi;ity \ Used @ Base = o. o Se1sm1c Zone = 4 Uniform Dead Load = 52. 0 # Point Lateral Load = 600. 0 # Uniform Live Load = 48. 0 # ... Height from Base = 1. 33 ft ..... Bee. = 5. 75 in (this is a Seismic Load) Uniform Lateral Load = 40.0 ~lf Concentric Dead Load = 0 .0 # ... distance to Bottom = 0. 00 t Concentric Live Load = 0. 0 # ... distance to Top = 4. 00 ft (this is a Seismic Load) Concrete Weight = 145. 00 pcf Wind Load = -18.00 psf ...... MATERIAL DATA SUMMARY----------- f I c = 3000 psi Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated----Fy = 60000 psi Seismic Wind Phi = O. 90 M-n * Phi : Moment Capacity = 101448. 2 in-# 98692. 8 in-# Min. Vert Steel \ = 0.0026 Applied: Mu@ Mid-Height = 89953.7 in-# 51705.5 in-# Min.-Horiz Steel\ = 0.0025 Mu@ Top of Wall = 1332.1 in-# 1216.6 in-# Max. Vertical Spacing = 15 .90 in Allow Axial Stress = 120. 0 psi 120. O psi Max. Horizontal = 16. 53 in Actual Axial Stress = 19. 7 psi 19. 7 psi 1d1 : Depth To Steel = 5.69 in Max. As %: 0.6 * RhoBal e.0128 0.0045 0.0045 Wall Weight = 90. 62 psf Maximum Service Deflection = 2. 454 in O. 688 in Effective Strip Width = 12. 00 rn Ht/Service Defl Ratio = 161 : 1 576 : 1 Live & Short Term Loads Combined Seismic Parapet 1ft Used Space bars @ base of parapet at = 15. 9 in 15. 9 in FACTORED 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 USED ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 & 9-2 ST = .... Seismic= ST = ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact = ACI 9-3 Short Term = UBC 2625(c)4 11.41 Fact~r UBC 2625(c)4 10.9 1 Fact~r V4.4A.3 (cl 1983-95 ENERCALC = = = = = 1.40 1. 70 1. 70 1.10 0.75 0.90 1.30 1.40 0.90 Seismic Wind Seismic Wind 0.906 in 0.466 in Basic Defl. w/o P-Delta = 0.649 in 0.365 in 71700.3 in-# 37546.3 in-# Basic Moment w/o P-Delta = 51341.5 in-# 29474.5 in-# 89953. 7 in~# 51705. 5 in-# Moment in Excess of Mer = 56001. 6 in-# 34164. 6 in-# 7.386 in 7.547 in Max. Iterated Deflection= 2.454 in 0.688 in 89953.7 in-# 51705.5 in-# Max. Iterated Moment = 56001.6 in-# 34164.6 in-# ANALYSIS VALUES --------- E :57,000*(f-1c· .5) = 3122019 psi S-gross n : 29,000/Ec = 9.29 Mer= S * Fr Fr: 5 * (f 1c· .5) = 273.86 psi Rho balanced Ht / Thk Ratio = 52. 80 Seismic As(eff) = [ Pu:tot + (As*Ffl l / Fy= 0.351 in2 1.a 1 = (As*Fy + Pu·) / (. 85*f c*l2) = O. 689 in 'c'= 1a1 / .85 = 0.811 in Moment of Inertia Modification Facter 1. 00 !.-gross = 421. 9 in4 r--cracked = 79. 9 in4 I-effective (AC!) = o.o in4 Phi : Capacity Reduction Factor = o. 90 Mn = As(eff) * Py * ( d -a/2 ) = 112720 in-# = 112.5 in3 = 30809.4 in-# -0.0214 Wind O .341 in2 0.669in o. 787 in 1.00 421. 9 in4 78 .1 in4 o. O in4 0.90 109659 in-I (continued on next page .• ,.) R2H ENGINEERING, KW060291 e -. ~ ~ R2H ENGINEERING CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 SAN DIEGO, CA 92127 Title: Scope: Job#: Designer: Misc: Date: 01/25/96 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT· 52 WALL PANEL AT LOADING DOCK ( ..... continued} Design Hathod: Exact 1994UBC 1914.0 ..,,__ .., ...:i-- -a. °' °' °' .., • ..,, --t ri Added Point Seismic-tJJ Load• 599.99 lbs ~ !! V4.4A.3 (c) 1983-95 BNBRCALC CD ,..: N ::: Roof DL = SI lbs I Roof LL• 47 lbs t RoofEcc • 5 in -o'l-o _l'i Thick =7.50 in Using:• 5 • 12.00 in f'c = 3900 pst Fy "' 60000 psi Set smi c Zone = 4 Seismic Factor •0.300 o Eff. Width• 12 in 0 .,; .., Page: ~3 R2H BNGINBBRING, KW060291 . 0 '"7 ..... ..-...;...,... -. R2H Engineering, Inc. PROJECT--___,.-·=t=·o"-f---=~:c....c--2--_______ _ BY _____ __, __ _ SUBJECT_-'---------------- .l H--;;r'-i-+-'"-r_,,_ _______ . ------_ ___..........,_ .... --._ : r-J-·~:,--;--,-~, ---,..-~----.·---··w----, .. ~--,-~-.,... .. --•,•• _, r-H-r-, i t , i , , •• -,-----------··-----, 'i •• : ~ f \ l t__...• ( l l l I ; C j : . ' . 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SAN DIEGO, CA 92127 Misc: Date: 01/23/96 Page: q.s- TILT-UP CONCRETE WALL PANEL STRlP DESIGN LOT -52 JAMB STEEL AT 31 X7 1 OPENING VERTICAL LOADS LATERAL LOADS Uniform Dead Load = 650. 0# Point Lateral Load = 0. 0 # Uniform Live Load = 600. 0 # •.. Height from Base = 0. 00 ft ..... Rec. = 5. 75 in (this is a Seismic Load) Uniform Lateral Load = 41. 0 ~lf Concentric Dead Load = 2093.0 # ... distance to Bottom = 7.00 t Concentric Live Load = 0.0 # ... distance to Top = 30. 00 ft Concrete Weight (this is a Seismi~ Load) = 145. 00 pcf Wind Load · = 45.00 psf ........ . IALL DATA Wall Height · = 28. 00 ft Parapet Height = 2. 00 ft Thickness -7. 50 in Rebar Size # 5 Rebar Spacing = 6. 00 in Wall: ZICp = 0.300 Parapet: ZICp = o .300 Min. Allow·Defl Ratio = 150.000 Fixity t Used·@ Base = 0.0 Seismic Zone = 4 MATERIAL DATA SUMMARY----------- f I c = 3000 psi Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated----Fy · = 60000 psi · Seismic Wind Phi = O. 90 M-n * Phi : Moment Capacity = 196410. 8 in-# 1904 72 .1 in-# Min. Vert Steel % = 0.0025 Applied: Mu @ Mid-Height = 148520.5 in-# 104840.4 in-# Min. Horiz Steel \ = 0.0025 Mu@ Top of Wall -7523.6 in-# 9700.1 in-# Max. Ver~ical Spacing = 16. 53 in Allow Axial Stress = 120. O psi 120. O psi "ax. Horizontal = 16.53 in Actual Axial Stress = 53.3 psi 53.3 psi 1d1 : Depth To Steel = 5.69 in Max. As %: 0.6 * RhoBal e.0128 0.0091 0.0091 Wall Weight =. 90.62 psf Maximum Service Deflection = 2.022 in 1.478 in Effective Strip Width = 12.00 in Ht/Service Defl Ratio = 166 :1 227 :1 Live & Short term Loads Combined Seismic Parapet Wt Used Space bars@ base of parapet at = 16.5 in 16.5 in FACTORED 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 USED ACI 9-1 & 9-2 DL -ACI 9-l & 9-2 LL = ACI 9-1 & 9-2 ST = •.•. Seismic= sT· = ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact = ACI 9-3 Short Term = UBC 2625(c)4 11.41 Fact~r UBC 2625{c)4 •o.~· Fact~r V4.4A.3 (c) 1983-95 ENERCALC Seismic Wind Seismic Wind = 0.931 in 0.639 in Basic Defl. w/o P-Delta = 0.683 in 0.505 in = 105486. 5 in-# 70977. O in-# Basic Moment w/o P-Delta = 77141. 5 in-# 56011.2 in-# = 148520.5 in-1104840.4 in-# Moment in Excess of Mer = 87860.6 in-# 66730.3 in-# = 6.424 in 6.559 in Max. Iterated Deflection = 2.022 in 1.478 in = 148520.5 in-1104840.4 in-# Max. Iterated Moment = 87860.6 in-# 66730.3 in-# 1.40 1. 70 1. 70 1.10 0.75 0.90 1. 30 1.40 0.90 ANALYSIS VALUES --------- E :57,000*(f 1c· .5) = 3122019 psi S-gross n : 29,000/Ec = 9.29 Mer= s * Fr Fr: 5 * (f 1c·,51 = 273.86 psi Rho balanced Ht I Thk Ratio = . 44. 80 Seismic As{eff) = [ Pu:tot + (As*Fyl 1 / Fy= 0. 732 in2 1a1 = (As*Fy + Pu) /'(.85*f c*r2) = 1.435 in 1c1= 1a1 / .85 = 1.688 in Moment of Inertia Modification Factor 1.00 I-gross = 421. 9 in4 I-cracked = 128.0 in4 I-effective (ACI) = o.o in4 Phi : Capacity Reduction Factor = 0.90 Mn = As(eff) * Fy * I d -a/2 J = 218234 in-# = 112. 5 in3 = 30809.4 in-#- -0.0214 Wind 0.706 in2 1.385 in 1. 629 in 1.00 421. 9 in4 125 .3 in4 o. O in4 0 .90 · 211636 in-! f continued on next page ••• -:) R2H ENGINEERING, KW060291 e . . -· Q R2H ENGINEERING CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 SAN DIEGO, CA 92127 Title: Scope: Job#: C-.::JS-/J-0 Designer: Misc: Date: 01/23/96 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT -52 JAMB STEEL AT 3'17 1 OPENING ( ..... continued) DHl9n Mtthod: Exact 1994 USC 1914:0 V4.4A.3 (c) 1983-95 BNBRCALC 0 Q ,.; N 0-0 ,..:L = "' "' d '<I' • .., .. 0 _. .. e .. .; 0) ;; ... .. ;. _. .., .. .., .., < = a) ,..: N = !2 ,..: N II .. ·e .. ·.; ., = "' "' 1 • .., C ): Axial DL = 2092 Jbs + Axial LL• 0 lb:s Roof DL,. 649 lbs I Roof LL,. 599 lbs T RoofEcc = 5 in 0 0 a:i N Thick •7.50 in Using:"' 51;> 6.00 in fc = 3000 psi Fy = 60000 psi Seismic Zone• 4 Seismic F8ctor •0.300 Eff. Width"' 12 In Page: ?,,-6 R2H ENGINEERING, KW060291 -----------·-·---·· R2H ENGINEERING Title: . CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 Scope: Job#: e,_ 9.S/;O SAN DIEGO, CA 92127 Designer: Misc: Date: 01/23/96 Page: 47 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT· 52 JAMB STBBL AT 4'X4'0PBNING WALL DATA VERTICAL LOADS Uniform Dead Load = Uniform Live Load = ..... Bee. = Wall Height · = 28. 00 ft Parapet Height = 2. oo ft Thickness -7. 50 in Concentric Dead Load = Concentric Live Load = Concrete Weight = Rebar Size I 5 Rebar Spacing = 8 .00 in iall: ZICp = 0.300 Parapet: ZICp = 0.300 Min. Allow Defl Ratio = 150.000 Fixity t Used@ Base = 0.0 Seismic Zone = 4 780. 0 ff 720.0 # 5. 75 in 1274.0# 0.0# 145. 00 pcf LATERAL LOADS --- Point Lateral Load = ... Height from Base = (this is a Seismic Load) Uniform Lateral Load = ... distance to Bottom = ... distance to Top = (this is a Seismic Load) Wind Load ·-~ = 0. 0 # 0. 00 ft 55 .0 plf 23.00 ft .30.00 ft 54. 00 psf MATERIAL DATA SUMMARY-----------r' c = 3000 psi Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated---- Fy = 60000 psi Seismic Wind Phi = O. 90 M-n * Phi 1 Moment Capacity = 156269. 2 in-# 150814. 6 in-# Min. Vert Steel % = 0.0025 Applied: M11 @· Mid-Height = 87771.2 in-# 113263.0 in-# Min. Horiz Steel % = 0.0025 Mu@ Top of Wall = 9040.5 in-# 11640.1 in-# Max. Vertical Spacing = 16.53 in Allow Axial Stress = 120.0 psi 120.0 psi Max. Horizontal = 16.53 in Actual Axial Stress = 46.9 psi 46.9 psi 'd' : Depth To Steel = 5.69 in Max. As %: 0.6 t RhoBal 0.0128 0.0068 0.0068 Wall Weight = 90 .-62 psf Maximum Service Deflection = 0. 997 in 2 .123 in Effective Strip Width = 12.00 in Ht/Service Defl Ratio = 337 :1 158 :1 Live & Short Term Loads Combined Seismic Parapet Wt Used Space bars @ base of parapet at = 16. 5 in 16. 5 in FACTORED 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 USED ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 & 9-2 ST = . • . . Seismic. = ST = ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact = ACI 9-3 Short Term = UBC 2625(c)4 11.41 Fact~r UBC 2625(c)4 10.9 1 Fact~r -V4.4A.3 (c) 1983-95 ENERCALC = = = = = 1.40 1. 70 1. 70 1.10 0.75 0.90 1.30 1.40 0.90 Seismic Wind Seismic Wind 0.4-79in 0.767in BasicDefl.w/oP-Delta = 0.365in 0.606in 52611.5 in-# 85172.4 in-i Basic Moment w/o P-Delta = 39857.5 in-# 67213.4 in-# 87771. 2 in-#113263. O in-i Moment in Excess of Mer = 49216. 4 in-# 76660 .1 in-# 5.970 in 6.118 in Max. Iterated Deflection = 0.997 in 2.123 in 87771.2 in-#113263.0 in-I Max. Iterated Moment = 49216.4 in-# 76660.1 in-# ANALYSIS VALUES ---------E :57,000*(f 1c· .5) = 3122019 psi S-gross n: 29,000/Ec 9.29 Mer= S * Fr Fr: 5 t (f 1c·,51 = 273.86 psi Rho balanced Ht I Thk Ratio = 44. 80 Seismic As(eff) = I Pu:tot + (As*Ffl l j Fy= 0.564 in2 1a1 = (As*Fy + Pu) /(.85*f c*12 = 1.105 in 1c1= 1a1 / .85 = 1.300 in Moment of Inertia Modification Factor 1.00 I-gross = 421. 9 in4 I-cracked = 109. 6 in4 I-effective (ACI) = 0.0 in4 Phi : Capacity Reduction Factor = 0.90 Mn = As{eff) t Fy t ( d -a/2 ) = 173632 in-# = 112. 5 in3 = 30809. 4 in-f -0.0214 Wind 0.542 in2 1.062 in 1. 249 in 1.00 421. 9 in4 106.9 in4 O. O in4 0.90 167572 in-# {continued on next page .... ) R2H ENGINEERING, KW060291 ---·----------····---· . A ~r, ~ \Ll R2H ENGINEERING CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT. ,STE. 300 SAN DIEGO, CA 92127 Title: Scope: Job#: C. 9.S /!3° Designer: Misc: Date: 01/23/96 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT· 52 JAMB STEEL AT 4'X4'0PENING ( ..... continued} ... Desi gn.Mtthocl: Exe ct 1994 UBC 1914.0 °' V4.4A.3 (c) 1983-95 ENERCALC ,<f II) ~ r i : 0 -~1 (',I 0 El r.: ., ·.; co iii . ,_ 0 C .,; "' !? ., ...I "Cl .. "Cl "Cl < ... a:, r.: "' II .. ·s ., ·.; ., :::: "" "" .,; II) I "O C: i Axial DL = 1273 Iba + Axial LL,. O Iba Roof DL = 779 lb:s I Roof LL" 719 lbs T Roof Ecc = 5 in 0 0 a) "' Thick •7.50 in Using:" 5 ott 8.00 In f'c = 3000 p3i Fy = 60000 psi Seismic Zone,. 4 Seismic Foctor .. 0.300 Eff. Width• 12 in Page: (!g ~ ... _ R2H ENGINEERING, KW060291 R2H ENGINEERING Title: CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 Scope: Job#: e-9.S/~o Designer: SAN DIEGO, CA 92127 Misc: Date~ 01/23/96 Page: q7 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT -52 JAMB STEEL AT 16 1 X 141 OPENING - WALL DATA llall Height = 28. 00 ft Parapet Height = 2.00 ft Thickness -7 .50 in Rebar Size # 5 Rebar Spacing = 4. 00 in Wall: ZICp = 0 JOO Parapet·: ZICp = 0 .300 Min. Allow Defl Ratio = 150.000 Fixity t Used @ Base = O. O Seismic Zone · = 4 VERTICAL LOADS LATERAL LOADS Uniform ·nead Load = 130. o I Point Lateral Load = 0. 0 # Uniform Live Load = 120.0i ... Height from Base = 0. 00 ft ...••• Bee. = 5. 75 in (this is a Seismic Load) Uniform Lateral Load = 109.0 ~lf Concentric Dead Load = 11648.0 # ... distance to Bottom = 14. 00 t Concentric Live Load = o. o II ... distance to Top = 30.00 ft (this is a Seismic Load} Concrete Weight = 145.00 pcf Wind Load · .. -.. -90.00psf MATERIAL DATA SUMMARY----------- f I c · = · 3000 psi Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated---- Fy = 60000 psi Seismic Wind Phi = 0.90 M-n t Phi : Moment Capacity = 548564.5 in-# 532021.6 in-# Min. Vert Steel t = 0.0025 Applied: Mu@ Mid-Height = 323964.4 in-# 378297.2 in-# Min. Horiz Steel % = 0.0025 Mu@ Top of Wall = 6535.9 in-# 7172.6 in-# Max. Vertical Spacing = 16.53 in Allow Axial Stress = 120.0 psi 120.0 psi Max. Horizontal = 16. 53 in Actual Axial Stress . = 82 .2 psi 82. 2 psi 1d1 : Depth To Steel = 5.69 in Max. As t: 0.6 * RhoBal 8.0128 0.0136 0.0136 Wall Weight = 90. 62 psf Maximum Service Deflection = 1. 456 in 2. 387 in Effective Strip Width = 24.00 1n Ht/Service Defl Ratio = 231 :1 141 :1 Live & Short Term Loads Combined Seismic Parapet lit Used Space bars @ base of parapet at = 16. 5 in 16·. 5 in FACTORED 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 USED ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 & 9-2 ST = . .. . Seismic = ST = ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact = ACI 9-3 Short Term = UBC 2625(c}4 11.4 1 Fact~r UBC 2625lc}4 10.91 Fact~r · V4.4A.3 le} 1983-95 ENERC~LC Seismic Wiild Seismic Wind = o. 789 in 1.194 in Basic Defl. w/o P-Delta = 0.566 in 0.937 in = 184145.6 in-1267970.1 in-# Basic Moment w/o P-Delta = 131932.7 in-# 210238.6 in-# = 323964.4 in-1378297.2 in-# Moment in Excess of Mer = 164240.8 in-# 243386.1 in-# = 6.871 in 7.088 in Max. Iterated Deflection = 1.456 in 2.387 in = 323964.4 in-1378297.2 in-# Max. Iterated Moment = 164240.8 in-# 243386.1 in-# 1.40 1. 70 1. 70 1.10 0.75 0.90 1. 30 1.40 0.90 ANALYSIS VALUES --------- E :57,000*(f 1c· .5) -· 3122019 psi S-gross n : 29,000/Ec = 9.29 Mer = S t Fr Fr: 5 t (f 1c·.5) = · 2B.86 psi Rho balanced Ht / Thk Ratio = 44. 80 Seismic As(eff} = [ Pu:tot + (As*Fyl l / Fy= 2.205 in2 1a1 = (As*Fy + Pu} /l.85*f c*12) = 2.162 in 'c'= 1a1 / .85 = 2.544 in Moment of Inertia Modification Factor 1.00 I-gross = 843. 8 in4 I-cracked = 334.1 in4 I-effective IACI) = O. O in4 Phi : Capacity Reduction Factor = 0.90 Mn = As{eff) * Fy * ( d -a/2 } = 609516 in-I = 225.0 in3 = 61618.8 in-# -0.0214 Wind 2.119 in2 2.078in 2.445 in 1.00 843.8 in4 323.9 in4 O. O in4 0.90 591135 in-I . (continued on next page •. :.} R2H ENGINEERING, Kll060291 R2H ENGINEERING CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 SAN DIEGO, CA 92127 Title: Scope: Job #: e. 9.s I :J.o Designer: Misc: Date: 01/23/96 6 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT -52 JAMB STEEL AT 16 1 X 14 1 OPENING ( ..... continued) DHi gn Method: Exect 1994 UBC 1914.0 V4.4A.3 {c) 1983-95 EHERCALC c:, c:, -rt l CD ,..: N ~ ~ .,..: N II " ·e .. ·;; II) !:: "' ~ "' "" I .;, C j: Axial DL = 11647 lb.'1 + Axial LL• 0 lb.'1 Roof DL = 129 lb:, I RoofLL = 119 lb$ T RoofEcc = 5 in 0 0 (D N Thiel: •7.50 in U"ing:,. 5 it> 4.00 in f'c = 3000 psi Fy = 60000 psi Seismic Zone• 4 Seismic Foctor •0.300 Eff. Width• 24 fn Page: ~~ R2H ENGINEERING, KW060291 ----~-----------·-----· . ---------... ······ ....... . A ~ii £'"\. Vo/ R2H ENGINEERING Title: CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 Scope: Job#: c.t:J.S-11>0 Designer: SAN DIEGO, CA 92127 Misc: Date: 01/23/96 Page: ~ / TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT -52 ; JAMB STEEL AT 16' X 14' OPENING (3-o" wtDE :stx;p) WALL DATA VERTICAL LOADS LATER.AL LOADS -Uniform Dead Load = 143. 0 # Point Lateral Load = 0.0# Uniform Live Load -132. 0 # ... Height from Base = 0. 00 ft ..... Bee. = 5. 75 in (this is a Seismic Load) Uniform Lateral Load = 100. 0 f lf Concentric Dead Load = 11648.0 II ... distance to Bottom = 14. 00 t Concentric Live Load = 0. 0 # ... distance to Top = J0.00 ft (this is a Seismic Load) Concrete Weight = 145. 00 pcf Wind Load ........ = 66. 00 psf Wall Height = 28 .. oo ft Parapet Height 2. 00 ft Thickness -7. 50 in Rebar Size J 5 Rebar Spacing = 6. 00 in WaU: ZICp = 0.300 . Parapet: ZICp = O .300 Min. Allow Defl Ratio = 150.000 Fixity t Used@ Base = 0.0 Seismic Zone 4 . MATERIAL DATA SUMMARY----------- f I c = 3000 psi Using: UBC Sec. 1914.0 method ... Bxact, Non-Iterated----Fy = 60000 psi S_eismic Wind Phi = o. 90 M-n * Phi : Moment Capacity = 599346 .4 in-# 577651. 6 in-# Min. Vert Steel % = 0.0025 Applied: Mu @ Mid-Height = 364794.4 in-# 408121.9 in-# Min. Horiz Steel t = 0.0025 Mu@ Top of Wall = 7251.6 in-# 7889.9 in-# Max. Vertical Spacing = 16.53 in Allow Axial Stress = 120.0 psi 120.0 psi Max. Horizontal = 16.53 in Actual Axial Stress = 60.3 psi 60.3 psi 1d1 : Depth To Steel = 5.69 in Max. As t: 0.6 * RhoBal e.0128 0.0091 0.0091 Wall Weight = 90. 62 psf Maximum Service Deflection = 1. 328 in 2 .169 in Effective Strip Width = 36.00 in Ht/Service Defl Ratio = 253 :1 155 :1 Live & Short Term Loads Combined Seismic Parapet Wt Used Space bars@ ·base of parapet at = 16.5 in 16.5 in FACTORED 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 USED ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 & 9-2 ST = .... Seismic= ST = ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact = ACI 9-3 Short Term = UBC 2625(c)4 •1,4• Fact0:r UBC 26251,c)( 10.9 1 Fact0:r V4.4A.3 .(c) 1983-95 ENERCALC Seismic Wind Seismic Wind = 0.63.6 in 0.87.S in Basic Defl. w/o P-Delta = 0.456 in 0.687 in = 219406. 7 in-#294767.2 in-# Basic Moment w/o P-Delta = 157144.1 in-# 231262.5 in-# = 364794.4 in-#408121.9 in-# Moment in Excess of Mer = 193070. 7 in-# 267714.0 in-# = 6.458 in 6.623 in Max. Iterated Deflection = 1.328 in 2.169 in = 364794.4 in-1408121.9 in-I Max. Iterated Moment = 193070.7 in-# 267714.0 in-# . ANALYSIS VALUES --------- 1.40 1. 70 1. 70 1.10 0.75 0.90 1.30 1.40 0.90 E :57,000*(f 1c·,51 = 3122019psi s-gross n : 29,000/Ec = 9.29 Mer = S * Fr Fr: 5 * (f1c· .5) = 273.86 psi Rho balanced Ht / Thk Ratio = 44. 80 Seismic As(eff) = [ Pu:tot + (As*Fzl ] { Fy= 2.240 in2 1a1 = (As*Fy + Pu) /(.85*f c*12 = 1.464 in 'c'= 1a1 / .85 = 1.722 in Moment of Inertia Modification Factor 1.00 I-gross = 1265.6 in4 I-cracked = 388. 4 in4 I-effective (AC!) = 0.0 in4 Phi : Capacity Reduction Factor = 0.90 Mn = Asleffl * Fy * ( d -a/2 ) = 665940 in-# = 337.5 in3 = 92428. 2 in-f -0.0214 Wind 2 .145 in2 1.402 in 1. 650 in 1.00 1265. 6 in4 378.8 in4 O. O in4 0.90 641835 in-# -(continued on next page •... ) R2H ENGINEERING, KW060291 0 R2H ENGINEERING CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 SAN DIEGO, CA 92127 Title: Scope: Job#: ~ 7S /JO Designer: Misc: Date: 01/23/96 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT· 52 JAMB STEEL AT 16 1 X 14 1 OPENING ( ..... continued) Deii9n Method: Exect 1994 UBC 1914.0 V4.4A.3 (c) 1983-95 ENERCALC r ... -c,, c,, oi c,, n .., .. .. ... 0 "' 0 -. e ~ -= 0 0 -ti l .. u, -;; ... .: .. ... .., .. .., .., < ::: 2:! ,..: N H ., ·e .. •• u, ::: "' "' Ln .,, I .., C: i Axial DL = 11647 lba + Axial LL• 0 lbi Roof DL = 142 lbs I Roof LL =-131 lbi T RoofEcc=Sin 0 0 a:i N Thick •7.50 in U3ing:.,. 5 <I> 6.00 in f'c = 3000 psi F~ = 60000 p3t Seismic Zone • 4 Sei3mic F8ctor •0.300 Eff. Wtdth • 36 In Page: ~2... R2H ENGINEERING, KW060291 ~ ~ J.U.n .ci. ,u1.1,.c.c.1~.u, u CONSULTING STRUCTURALENGINEERS 11545 W. BERNARDO CT.,STE. 300 Scope: Job#: Ct::JS"/~O Designer: SAN DIEGO, CA 92127 Misc: Date: 01/23/96 Page: S3 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT· 52 JAMB STEEL AT 12' X 14 1 OP.BNING WALL DATA VERTICAL LOADS LATERAL LOADS Wall Height = 28. 00 ft Parapet Height = 2. 00 ft Thickness -7. 50 in Rebar Size ll 5 Rebar Spacing = 6, 00 in Wall: ZICp = 0 .300 Parapet: ZICp = 0.300 Min. Allow Defl Ratio = 150. 000 Fixity t Used @ Base = O. O Seismic Zone = 4 Uniform.Dead Load = 104. 0 # Point Lateral Load = 0, 0 # Uniform Live Load = 96. 0 # ..• Height from Base = 0. 00 ft : ...• Bee. = 5. 75 in (this is a Seismic Load) Uniform Lateral Load = 82.0 ~lf Concentric Dead Load = 8736.0 # ... distance to Bottom = 14.00 t Concentric Live Load = 0. 0 # ... distance to Top = 30.00 ft (this is a Seismic Load) Concrete Weight = 145.00 pcf Wind Load = 72.00 psf .... _ MATERIAL DATA SUMMARY----------- f I c = 3000 psi Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated---- Fy = 60000 psi Seismic Wind Phi = o. 90 M-n t Phi : Moment Capacity = 404804. 6 in-# 389098. 5 in-# Min. Vert Steel t = 0.0025 Applied: Mu@ Mid-Height = 265731.0 in-# 297320.6 in-# Min. Horiz Steel t = O. 0025 Mu @ Top of Wall = 5419. 4 in-# 5738. 1 in-# Max. Vertical Spacing = 16.53 in Allow Axial Stress = 120.0 psi 120.0 psi Max. Horizontal = 16. 53 in Actual Axial Stress = 65. 8 psi 65. 8 psi 1·d 1 : Depth To Steel = 5.69 in Max. As t: 0.6 * RhoBal 8.0128 0.0091 0.0091 Wall Weight = 90. 62 psf Maximum Service Deflection = 1. 493 in 2. 398 in Effective Strip Width = 24.00 1n Ht/Service Defl Ratio = 225 :1 140 :1 Live & Short Term Loads Combined Seismic Parapet Wt Used Space bars@ base of parapet at = 16.5 in 16.5 in FACTORED 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 USED ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1, & ?-2 ST = ··~· Se1sm1c = ST = ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact = ACI 9-3 Short Term = UBC' 2625 (cl 4 '1.41 Fact0:r UBC 2625(cl4 10.9 1 Fact0:r V4.4A.3 (cl 1983-95 ENRRCALC Seismic · Wind Seismic Wind = 0.691.in 0.955 in ·Basic Defl. w/o P-Delta = 0.495 in 0.749 in = 159905.7 in-#214376.1 in-# Basic Moment w/o P-Delta = 114538.5 in-# 168190.9 in-# = 265731.0 in-#297320.6 in-# Moment in Excess of Mer = 140579.4 in-# 194703.5 in-# = 6.485 in 6.663 in Max:. Iterated Deflection = 1.493 in 2.398 in = 265731.0 in-#297320 .. 6 in-ll Max. Iterated Moment = 140579.4 in-# 194703.5 in-# 1.40 1. 70 1. 70 1.10 0.75 0.90 1.30 1.40 0.90 ANALYSIS VALUES ---------- E :57,000*(f 1c· .5) = 3122019 psi S-gross n : 29,000/Ec = 9.29 Mer = S * Fr Fr:5t(f1c·,51 = 273.86psi Rhobalanced Ht / Thk Ratio = 44. 80 Seismic As(eff) = [ Pu:tot + (As*Fvl J / Fy= 1.516 in2 1a1 = (AstFy + Pu) /(.85*f1c*12) = 1.486 in 1c1= 1a1 /.85 = 1.749in Moment of Inertia Modification Fact@r 1.00 I-gross · = 843. 8 in4 I-cracked = 261.3 in4 I-effective (ACil = 0.0 in4 Phi : Capacity Reduction ·Factor = 0.90 Mn = As (ef fl t Fy * ( d -a/2 l -449783 in-# = 225.0 in3 = 61618. 8 in-# -0.0214 Wind 1. 447 in2 1.419 in 1.670 in 1.00 843. 8 in4 254.3 in4 O, O in4 0.90 432332 in-I (continued on next page •.. _._) R2H ENGINEERING, KW060291 ,---~------------------------------· ~--·--·---·-- t:') ~ R2H ENGINEERING CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 SAN DIEGO, CA 92127 Title: Scope: Job#: C <1:S /3<' Designer: Misc: Date: 01/23/96 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT -52 JAMB STEEL AT 12 1 X 14 1 OPENING ( ••... continued) De:slgn M•thod: Exect 1994 UBC 1914.0 V4.4A.3 (c) 1983-95 ENBRCALC fi ~ '§ '° .. C C -«i l ., en ::: ~ r-: N II ., ·s ., ·;; ,,., ::: "' Cl! ;::: I "Cl C 3: Axial 0L = 8735 lbs + Axial LL• O lbs Roof 0L"' 103 lbs I Roof LL 2 95 lbs T Roof Ecc "'5 in C 0 a:i N Thick •7:so in Using: 4 5 • 6.00 In fi; = 3000 psi Fg = 60000 psi Seismic Zone • 4 Seismic Factor .. 0.300 Eff. Width• 24 in Page: !>9' R2H ENGINEERING, KW060291 • A ~ R2H ENGINEERING Title: CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT. ,STE. 300 Scope: Job#: C.."?S J3o Designer: SAN-DIEGO, CA 92127 Misc: Date: 01/23/96 Page: ~S TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT -52 .JAMB STBBL AT 8 1 X 7 1 OPENING ifALL DATA VERTICAL LOADS LATERAL LOADS Wall Height = 28.00 ft Parapet Height = 2. 00 ft Thickness -7 .50 in Rebar Size i · 5 Rebar Spacing 6.00 in if all: ZICp = 0 .300 Farapet: ZICp = 0.300 Min. Allow Defl Ratio = 150. 000 Fixity t Used @ Base = 0. 0 Seismic zone · = 4 Uniform Dead Load = 78. o I Point Lateral Load = 0. 0 # Uniform Live Load = 72 .o I .•. Height from Base = 0.00ft. ... : .Bee. = 5. 75 in {this is a Seismic Load) Uniform Lateral Load = 109.0 ~lf Concentric Dead Load = 8372.0# ... distance to Bottom = 7. 00 t Concentric Live Load = 0. 0 # ... distance. to Top = 30.00 ft Concre~e Weight (this is a Seismic Load) = 145 .00 pcf Wind Load = · 54.00 psf ...... MATERIAL DATA SUMMARY----------- f 1c = 3000 psi Using: UBC Sec. 1914.0 method •.. Exact, Non-Iterated---- Fy = 60000 psi Seismic Wind Phi = 0.90 M-n * Phi : Moment Capacity = 402610. 7 in-# 387406.4 in-# Min. Vert Steel t = O. 0025 Applied: Mu @ Mid-Height = 34 7767. 9 in-# 240597. O in-# Min. Horiz Steel t = 0.0025 Mu@ Top of Wall = 6117.3 in-# 4303.6 in-# Max. Vertical Spacing = 16 .53 in Allow Axial Stress = 120. 0 psi 120. O psi Max. Hori;ontal = 16. 53 in Actual Axial Stress , = 63. 5 psi 63. 5 psi 1d1 : Depth To Steel = 5.69 in Max. As t: 0.6 * RhoBal 8.0128 0.0091 0.0091 Wall Weight = 90. 62 psf Maximum Service Deflection = 2. 328 in 1. 761 in Effective Strip Width = 24. 00 rn Ht/Ser.vice Defl Ratio = 144 : 1 191 : 1 Live & Short Term Loads Combined Seismic Parapet Wt Used Space bars @ base of parapet at = 16. 5 in 16. 5 in . FACTORED 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 USED ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 & 9-2 ST = •.•. Seismic= ST = ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact = ACl 9-3 Short Term = UBC 2625(c)4 11.41 Fact0:r UBC 2625(c)4 1 0.9 1 Fact0:r Seismic Wind Seismic Wind = 1. 072 in O. 716 in Basic Defl. w/ o P-Delta = 0. 767 in O. 562 in = 244415.5 in-1160782.1 in-# Basic Moment w/o P-Delta = 174797. 7 in-# 126143.2 in-# = 347767.9 in-1240597.0 in-# Moment in Excess of Mer = 200342.1 in-# 151728.4 in-# = 6.474 in 6.646 in Max. Iterated Deflection = 2.328 in 1. 761 in = 347767.9 in-1240597.0 in-# Max. Iterated Moment = 200342.1 in-# 151728.4 in-# 1.40 1. 70 1. 70 1.10 0.75 0.90 1.30 1. 40 0 .90. ANALYSIS VALUES ---------B :57, 000* (f1 c· .5) = 3122019 psi S-gross n : 29,000/Bc = 9.29 Mer = S * Fr Fr: 5 * (f 1c· .5) = 273.86 psi Rho balanced Ht / ·Thk Ratio = 44. 80 Seismic As(eff) = [ Pu:tot + (As*Fyl l / Fy= 1.507 in2 1a1 = (As*FY + Pu) /(.85*f c*12) = 1.477 in 1c1= 1a1 / .85 = 1. 738 in Moment of Inertia Modification Facter 1.00 I-gross = 843. 8 in4 I-cracked = 260.3 in4 I-effective 11e1) = o.o in4 Phi : Capacity Reduction Factor = 0.90 Mn= As(eff) * Fy * ( d -a/2) = 447345 in-# = 225.0 in3 = 61618.8 in-# -0.0214 Wind 1. 440 in2 1.412 in 1. 661 in 1.00 843. 8 in4 253 .5 in4 O. O in4 . 0 .90 430452 in-# (continued on next page .• ~.) V4.4A.3 (c) 1983-95 BNBRCALC R2H BNGINBBRING, Kll060291 e· . . . .# R2H ENGINEERING CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 SAN DIEGO, CA 92127 Title: Scope: Job#: C-9.:S/)o Designer: Misc: Date: 01/23/96 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT -52 JAMB STEEL AT 8' X 7' OPENING ( ..... continued) Duign Method: Exect 1994UBC 1914.0 0 -::: "' "' cri ;? • ... C ., 0 C -' ,.; ... N e ., • "' .; ... .! .. -' ... • .,, ... < V4 .• A.3 (c} 1983-95 ENERCALC a, .,..: N ::: 2:? ,..: N II ... ·e ., 'ii "' ::: (I\ (I\ ,.; "' • .,,, C j: Axial DL = 8371 lb:s + Axi:sl LL• 0 lbs Roof DL = 77 lb:s I Roof LL" 71 lb:s T RoofEcc" 5 in 0 C (D N Thick •7.50 in Using:~ 5 4> 6.00 in fc = 3000 p:si Fy = 60000 psi Seismic Zone• 4 Sefami c Factor •0.300 Eff. Width• 24 in Page: St R2H ENGINEERING, KW060291 I ' £~ ~i I ! I R2H Engineering, Inc. JOBNO. C9S/;o PROJECT _ ___, ___ L_·~~7_-_5"_L __ ~-----DATE_~/_-~1~6 __ _ SUBJECT ____ ~S=H~6=~~R'--'>--~IM=~=u.,,-=----------SHEET __ !;"+-Z_oF-- i l I l _I i i l I ! l I i I I ! I I l i I ! 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' 1 r 1 1 , n : ! , i I i 1 1 • , rt""~ : i , : : 1 Q.1 r j , _ -1 1 i , f ~~1 r 1 ! 1 • ! 1 1 1 1 1 T-r-~-r I n-r-r '1 l i i I l j ; ' l I l 1: I I ! I !, I i ! _...J : I I I t i _, 1 , 1 1 1 1 1 r t I , . 1 4 1 , 1 , . : 1 1 1 ! ! 1 l 1, l l I I I I ........ I I ! l l .i ' ! i ' ! I ' -,,---------'----~----------------· -· ·- RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 9 San Diego, .CA 92127 Job C-qS/3° Page 6~ Date 1-96 G4, ~ Q, ~ LOT-52 PANEL --17 ===============~==·===================-===================================== Units Option us Standard AISC Code Checks No Shear Deformation: No P-Delta Effects No Redesign No ....... Edge Forces No A. s· .. I. F. 1.333 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 1 1 0.00 2 26.00 0.00 1 1 0.00 3 -13.75 14.00 0.00 4 0.00 14.00 0.00 5 26.00 14.00 0.00 6 -13.75 28.00 0.00 7 · 0.00 28.00 0.00 8 26. 00 28. 00 0. 00 --------------------------------------------. ---. Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) ---------------{Ksi)-----------------------(F}--------{K/ft3)------(Ksi)---- 1 3000.00 0.30000 0.65000 0.145 3~.000 -----------------------------------------------------------------------Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef --------------------------------------{in~2)---------{in~4)----------------. 1 -1 540. 00 233280. 000 1. 20 - 2 1 1404. 00 711828. 000 1. 20 3 1 1296.00 559872.000 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 -4 3 39.00 14.00 2 4 -7 1 39.00 36.00 14.00 3 2 5 3 39.00 14.00 4 5 -a 1 39.oo 36.oo 14·.oo -------~---------------·····-·--------·----------------· -------- _............, __ ......,._....:....;:...;..._ ____________________ . -.. RISA-2D (R) Version 3.03 R2H Engineering, Inc. 1.1545 W. Bernardo Court, #3 o.o 8 San Diego, CA 92127 LOT-52 PANEL --17 Job ____ _ Page 6J Date. ____ _ ===========-,==================·=== -========================================= ---------------· ----------·-------------------------------------------------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) 5 3 -4 2 36.00 13.75 6 4 --5 2 36. 00 36. 00 26. 00 7 6 7 1 3-6 . 0 0 13 . 7 5 8 7 -8 1 36 .00 3·6'-.00 26 .00 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 -4 2 4 -7 3 2 -5 4 5 -8 5 3 -4 6 4 -5 7 6 -7 8 7 -8 ---.------------------------------------------------------------------------BLC No. Basic Load Case Description Load Totals Nodal Point Dist. --------------------------------------------------------------------------1 DL 2 LL 4 EQ Member Point Loads,BLC 1: DL Memb I J 2 1 1 No Node Node Direction Magnitude Location 4 4 . ------------------· -----------------(K,K-ft,F)-----------------(ft)------ 6 4 -5 Y -6.000 3.700 Member Distributed Loads,BLC 1: DL Memb I J Start End Start End No Nod.e Node Dir Magnitude Magnitude Location Location -------------------------(K/ft,F)-----(K/ft,F)---------(ft)---------(ft)---- 7 6 -7 Y -0.260 -0.260 0.000 13~750 8 7 -8 Y -0.260 -0.260 0.000 26.000 5 3 -4 Y -0.020 -0.020 0.000 13.750 6 4 -5 Y -0.020 -0.020 0.000 26.000 Job ____ _ RISA-2D {R) Version 3.03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 e San Diego, CA 92127 Page 6tt. Date ___ _ I}¾ ~ LOT-52 PANEL. --17 ====="== ·======== ·========================================================== Member Point Loads,BLC 2: LL ----, -----------------------------------------------------------------------Memb I J No Node Node Di~ection Magnitude Location ------------------------------------(K,k-ft,F}-----------------(ft}------ ~ 4 -5 Y -16.000 3.700 Member Distributed Loads,BLC 2: LL ··-:.. Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location -------------------------(K/ft~F)-----(K/ft,F)---------(ft)---------(ft)---- 7 6 -7 Y -0.240 -0.240 0.000 13.750 8 7 -8 Y -0.240 -0.240 0.000 26.000 5 3 -4 Y -0.050 -0.050 0.000 13.750 6 4 -5 Y -0.-05-0 -0.050 0.000 26.000 Nodal Loads, BLC 4: EQ -------------------------------~--------------------------------------------Node Number Global X Global Y Moment ------------------------(K)------------------(K)------------------(K-ft)---- 6 13.970 0.000 0.000 3 30.660 0.000 0.000 ----------------------------------·------------------------------------------- Load Combination No. Description Self Wt BLC BLC BLC BLC BLC W E Dir Fae Fae Fae Fae Fae Fae DYNA S V 1 F+L+EQ y -1 Dynamic Analysis Data Number of modes (frequencies) Basic Load Case for masses BLC mass direction of action Acceleration of Gravity 1 1 Load Combination is 1: F+L+EQ Nodal Displacements 2 1 3 None X only 3 1 32.20 ft/sec**2 4 1 ----------------------------------------------------------------------------- Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)----·---- 1 0.00000 0.00000 -0.00015 2 0.00000 0.00000 -0.00016 3 0 .. 01190 o·.0041s -0.00003 4 0.01696 -0.00198 -0.00005. 5 0.01617 -0.00207 -0.00003 !o<Ofin::t:M-·c,,...en-t1,...·t+...,-·,..., ... _,=· --,....----.------------· _ RISA-2D (R) Version 3.03 R2H Engineering, Inc. Job ____ _ 11545 W. Bernardo Court, #300 Page c.r • San Diego, CA 92127 Date ___ _ "~~ ~ LOT-5-2 PANEL --17 =======================·==================================================== Node Global X Global Y · Rotation -------------------(in)-------.---------(in)----------------(rad)--------- 6 0.02336 -0.00614 0.00004 7 0.02225 -0.00325 -0.00001 8 0.02071 -0.00289 . -0.00001 Load Combination is 1 Member End Forces F+L+EQ .. ~- --------------------------------------------------------------------------Nodes ==========I-End========== ========== J-End ========== No I J Axial Shear Moment Axial Shear Moment ----~----------(K)--------{K)------(K-ft)-------(K)--------(K)------(K-ft}-- 1 1-4 66.76 20m30 -0.00 -52.73 -20.30 218.21 2 4-7 24.15 3.62 -il.64 -19.93 -3.62 39.70 3 2~ 5 69.45 24.33 -0.00 -55.42 -24.33 261.56 4 5-8 16.37 10.35 23.05 -12.16 -10.35 57.16 5 3-4 30.66 -0.00 0.00 -30.66 15.95 -85.73 6 4-5 13.98 12.63 -188.61 · -13.98 39.05 -280.18 7 6-7 13.97 -0.00 ~0.00 -13.97 11.22 -60.31 8 7-8 10.35 8.71 17.26 -10.35 12.16 -51.72 ....,, __ ----~-~------..,__ _____ -~---------·---·--··-·-·· ----·------~~- '<J·'-. 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G -RI.SA-2D (R) Version 3. 03 R2H Engineering, Inc. 11545 w. Bernardo Court, #300 San Diego, CA 92127 LOT-52 PANEL --24 Job. ____ _ Page_.,..73 __ _ Date ___ _ --------------------------------------------------------------------------.- Units Option us Standard AISC Code Checks No Shear Deformation: No P-Delta Effects No Redesign No ...... Edge Forces No A.S.-I.F. 1.333 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 1 1 0.00 "2 36.00 0.00 1 1 0.00 3 0.00 14.00 0.00 4 36.00 14.00 0.00 5 0.00 28.00 0.00 6 36.00 28.00 0.00 --------------------------------------------------------------------------Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) ---------------(Ksi)---------------~-------(F)--------(K/ft3)------{Ksi)---- 1 3000.00 0.30000 0.65000 0.145 36.000 -----------------------------·----------------------------------------------Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef -------------------------------------(inA2)---------(inA4)----------------- 1 1 540. 00 233280. 000 1. 20 2 1 1404. 00 711828. 000 1. 20 3 1 1296. 00 559872. 000 1. 20 I J I Releases J End Off sets No Node Node Sect·ion x y z x y z Sec Sway I J Length ----------------------------------------------------(in)----(in)------(ft) 1 1 -3 3 39. 00 1.4. 00 2 2 -4 3 39. 00 14. 00 3 3 -5 1 39.00 36 .. 00 14.00 4 4 -6 1 ·39.00 36.00 14.00 5 3 -4 2 36.00 36.00 36.00 6 5 -6 1 36.00 36.00 36.00 _,...,.------______ .... ·-- RISA-2D {R) Version 3.03 R2H Engineering, Inc. Job ____ _ 11545 W. Bernardo Court, #300 e San Die9"0, CA 92127 Page <fl Date ____ _ 0 LOT-52 PANEL --24 ---=.==-=-=====.------------------------------------------------------------ ------------------------------------,---------------------------------------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 -3 2 2 -4 3 3 -5 4 4 6 5 3 -4 6 5 -6 ----------------------------------------------------------------------------BLC No. Basic Load Case Description Load Totals Nodal Point Dist. ----------------------------------------------------------------------------- 1 DL 2 LL 3 EQ Member ~oint Loads,BLC 1: DL 2 1 1 3 3 . -------------------------------------------------------------------------Memb I J No Node Node Direction Magnitude Location ---------------------------·-----------{K,K-ft,F)-----------------(ft)------ 5 3 -4 Y -5.900 21.000 Member Distributed Loads,BLC 1: DL Memb I J Start End Start . End No Node Node Dir Magnitude Magnitude Location Location --~----------------------{K/ft,F)-----{K/ft,F)---------(ft)---------(ft)---- 6 5 -6 Y -0.260 -0.260 0.000 . 36.000 5 3 -4 Y -0.020 -0.020 0.000 21.000 5 3 -4 Y -0.060 -0.060 21.000 36.000 Member Point Loads,BLC 2: LL ______________ , ___ ----------------------------------------------------------- Memb I J No Node Node Direction Magnitude Location ---------------------------------------{K,K-ft,F)-----------------(ft)------ 5 3 -4 Y -17.300 21.000 Member Distributed Loads,BLC 2: :{:JL _____________________________ , _____________________________________________ _ Memb I' J Start End Start End · No Node Node Dir Magnitude Magnitude Location Location -------------------------{K/ft,F)-----{K/ft,F)---------{ft)---------{ft)---- 6 5 -. 6 Y -0 .24-0 -0 .240 0 .000 36 ._000 - 5 3 -4 Y -0.053 -0.053 0.000 21.000 8 . - RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 S~n Diego, CA 92127 LOT-52 PANEL --24 Job. ____ _ Page ___ 7.S-__ _ Date ___ _ -------------------------------------------====-----===-----====-----======= ----------------------------. ----------------------------------------------Memb I J. Start End Start End No Node Node Dir Magnitude. Magnitude Location Location· -------------------------(K/ft,F)-----(K/ft,F}---------(ft}---------(ft)---- 5 3 -4 Y -0.200 -0.200 21.000 36.000 Nodal Loads, BLC 3: EQ ------------------------. -----~~ -------- Node Number Global X Global Y Moment -----------------------(K)-----------------(K}------------------(K-ft}---- ~ 16.400 0.000 0.000 3 30. 000 0. 000 0. 000 ------------------------------------·---------------------------------------Load Combination No. Description Self Wt BLC BLC BLC BLC BLC Dir Fae Fae Fae Fae Fae Fae W E DYNA S V ---' ---------------------------------------·--------------------------------- 1 D+L+EQ y -1 1 1 2 1 3 1 {w; Dynamic Analysis Data Number of modes (frequencies) Basic Load Case £or masses BLC mass direction of action Acceleration of Gravity Load Combination is 1 : D+L+EQ Nodal Displacements 3 None X only 32.20 ft/sec**2 ------------------------------------------------------------------------ Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad}--------- 1 0.00000 0.00000 -0.00017 2 0.00000 0.00000 -0.00022 3 0.02409 -0.00116 -0;00011 4 0.02344 -0.00295 -0.00005 5 0.03920 -0.00195 -0.00008 6 0.03343 -0.00420 -0.00003 Load Combination is 1 Member End Forces D+L+EQ -------------------------------------------------------------------. --- Nodes ========== I-End ========= ========== J-End =======.== ~o I J Axial Shea~ Moment Axial Shear Moment ~~-------------(K}--------{K)------{K-ft}-------{K}--------(K)------(K-ft)-- 1 1-3 42.01 12.75 -0.00 -27.98 -12.75 137.02 2 2-4 95.84 33.65 -0.00 -81.81 -33.65 361.78 3 3-5 15.84 -9.56 -57.12 -11.63 9.56 ~16.96 =---------------- RISA.-2D (R) Version 3. 03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 Scl.Il Diego, CA 92127 LOT-52 PANEL --24 Job ____ _ Page._z ......... G __ _ Date. ____ _ =========================,="=====.=======·================================== -------------------------------------------------------------------------- Nodes =========I-End========= ========== J-End ==========- No I J ,Axial Shear Moment Axial Shear Moment ---------------(K)-------~(K)------(K-ft)-------(K)--------(K}------(K-ft}-- 4 4-6 23.90 25.96 88.50 -19.68 -25.96 112.67 5 3-4 7.70 12.13 -126.65 -7.70 57.91 -470.29 6 5-6 25.96 11.63 10.74 -25.96 1~.68 -131.50 R2H Engineering, Inc. JOB NO.------- PROJECT---~------------DATE _______ _ 8BY--~-SUBJECT----------~-----SHEET 27 OF-- ~---,...-------·-----·---·--------. --. \JrAtr@-ctN~(z)--------cp_AN_!i~J!.~P2~---_ ~~----~ __ _ ' . -+l 1-...---~----_.;. ________________ . -~_i ----__ .._ v~ • __ , -•• ' ---' ·-~------- --"'. ' i : : : ; ~ I ! i I ! I I I I i I I 1 I I t l 1 1 I l i I I 1 ! 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' • 1 , ! 1 ! I I I -f i 1 1 I ! t , i I ' l i I i I i ' ! ! I -~-i-.._i -_ -, ""'i--, -!---'-i-'--l -'1-"'",-'--+--+--+-~;-+--+-t l 1!11 l 11 1 ii111 ·1i11 r-;"'-;;--t·----r----'--1r-+1---,.-+--·r:: ,,r11 • . I~ d 7J Units Option us Standard AISC Code Checks No Shear Deformation: No P-Delta Effects NO Redesign No Edge Forces No A.S.I.F. i.333 -------------------------------------,--------------------------------------- Node Boundary Conditions _ No ·x-coorq. 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 1 1 0.00 2 23.25 0.00 1 1 0.00 3 0.00 14.00 0.00 4 23.25 14.00 0.00 5 37.00 14.00 0.00 6 0.00 28.00 0.00 7 23.25 28.00 0.00 8 37.00 28.00 0.00 '--------------------------------------------------------------------------Material Elastic Poisson's Thermal Weight Yield· Stress Label Modulus Ratio Coefficient Density (Fy) ---------------(Ksi)-----------------------(F)--------(K/ft3)------(Ksi)---- 1 3000.00 0.30000 0.65000 0.145 36.000 Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef -------------------------------------(in~2)---------(inA4)----------------- 1 1 540.00 233280.000 1.20 2 1 1404.00 711828.000 1.20 3 1 1296.00 559872.000 1.20 .,,..,..., .......... -~--------------· RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 w. Bel;'llardo Court, #300 San Diego, CA 92127 LOT-52 PANEL --20 Job ____ _ Page ____ ,a_o __ Date. ____ _ ================================ =========================================·= ----------------------------------------------------------------------------- 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 -3 3 39.00 14.00 2 2 -4 3 39.00 14.00 3 3 -4 2 36.00 36.00 23.25 4 4 5 2 36. 00 13. 75 5 3 -6 1 39.oo it.oo 14.oo 6 4 -7 1 39.00 36.00 14.00 7 6 -7 1 36.00 36.00 23.25 8 7 -8 1 36.00 13.75 ----------------------------------------------------------------------------- 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 -3 2 2 -4 3 3 -4 4 4 -5 5 3 -6 6 4 -7 7 6 7 8 7 -8 -----. ----------------------------------------------------------------------BLC No. Basic Load Case Description Load Totals Nodal Point Dist. ------------------------------------------------------------------.-------1 DL 2 LL 3 EQ Member Distributed Loads,BLC 1: DL 2 -- 4 4 ----------------------------------------------------------------------------Memb I J Start End Start End No -Node Node Dir Magnitude Magnitude .Location Location -------------------------(K/ft,F)-----(~/ft,F)---------(ft)---------(ft)---- 7 6 -7 Y -0.065 -0.065 0.000 23.250 8 7 -8 Y -0.065 -0.065 0.000 13.750 3 3 ~ 4 Y -0.375 -0.375 0.000 23.250 4 4 -5 Y -0.375 -0.375 0.000 13.750 Member Distributed Loads,BLC 2: LL i _______ _J ------- RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 W .. Bernardo Court, #300 San Diego, CA 92127 LOT-52 PANEL --20 Job ____ _ Page. _ _,8 1 .,_l __ Date. ___ _ ===-============ -==-=====-=================-==========-=---===========------ --------------------------------------------------------------------------· Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location -------------------------(K/ft,F)-----(K/ft,F)---------(ft)---------(ft)---- 7 6 -7 Y -0.100 -0.100 0.000 23.250 8 7 -8 Y -0.100 -0.100 0.000 13.750 3 3 -4 Y -1.000 -1.000 0.000. 23.250 4 4 -5 Y -1 . o o o -1 . o o o o . o o o· ·._ 13 . 15 o Nodal Loads, BLC 3: EQ --------------------------------------------------------------------------Node Number Global X Global Y Moment ------------------------(K)-----------.-----(K)------------------(K-ft)---- 6 22.300 0.000 0.000 3 35.500 0.000 0.000 Load Combinat·ion No. Description Self Wt BLC BLC BLC BLC BLC Dir Fae Fae Fae Fae Fae Fae W E DYNA S V --------------·--------------------------------------------------------------·1 P+L+EQ y -1 Dynamic Analysis Data Number of modes (frequencies) Basic Load Case for masses BLC mass direction of action Acceleration of Gravity 1 1 Load Combination isl : D+L+EQ Nodal Displacements 2 1 3 1 3 None X only 32.20·ft/sec**2 Node Global X Global Y Rotation --------------------{in)-----------------(in)----------------(rad)~-------- 1 0.00000 0.00000 -0.00023 2 0.00000 0.00000 -0.00022 3 0. 02668 0. 00068 -0. 00009 4 0. 02582 -0. 00467 -0. 00008 5 0. 02582 -0. 02158 -0. 00012 6 0.04046 0.00080 -0.00007 7 0. 03895 -o. 00618 -0. 00006 8 0.03895 -0.01947 -0.00009 A. '=,~:,.J -.~ Q -. . RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 San Diego, CA 92127 LOT-52 PANEL --20 Job ____ _ Page __ ~---Date, ____ _ ------------------------------------------------------------===------======= Load Combination is 1 : D+L+EQ 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 1-3 -13.37 28.60 -0.00 27.40 -2&.60 . 307.47 2 2-4 147.78 29.20 -0.00 -133.75 -2g:20 313.88 3 3-4 11.39 -27.37 .,..300.05 -17.39 75.48 -501.01 4 4-5 0.00 29.98 161.14 -0.00 -0.00 0.00 5 3-6 -0.02 10.49 27.63 4.24 -10.49 53.68 6 4-7 28.30 11.81 35.23 -24.08 -11.81 56.28 7 6-7 11.81 -4.24 -72.44 -11.81 16.46 -106.12 8 7-8 0.00 7.62 40.95 -0.00 0.00 -0.00 ~ w g . ""' . --------------- R2H Engineering, Inc. 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Bernardo Court, #300 San Diego, CA 92127 LOT-52 PANEL --18 Job ____ _ Page. ___ B_~ __ _ Date ____ _ . . -========-====----======-=-================================-================ Units Option us Standard AISC Code Checks : No Shear Deformation: No P-Delta Effects No Redesign : No . -:.. Edge Forces No A.S.I.F. 1.333 ----------------------------------------------------------------------------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 1 1 0.00 2 23.25 0.00 1 1 0.00 3 0.00 14.00 0.00 4 23.25 14.00 0.00 5 37.00 14.00 0.00 6 0.00 28.00 0.00 1 23.2s 28.oo a.do 8 37.00 28.00 0.00 Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy} . ---~-----------(Ksi}-----------------------{F)--------(K/ft3)------(Ksi)---- 1 3000.00 0.30000 0.65000 0.145 36.006 Section Database Matl. Area Moment of As y /y Label Shape Set Inertia Coef --------------------------------------(inA2)---------(inA4)----------------- 1 i 540.00 233280.000 1.20 2 1 1404. 00 711828. 000 1. 2-0 3 1 1296.00 559872.000 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 -3 3 39 .. oo 14. 00 2 2 -4 3 39. 00 · 14. 00 3 3 -4 2 36. 00 36. 00 23. 25 4 4 -5 2 36. 00 13. 75 ----------. ·····-····-·· -·-·······-·-·-···---·----- A ~fJ"? RlSA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 w. Bernardo Court, #300 San Diego, CA 92127 LOT-52 PANE:µ --18 Job ____ _ Page. __ R~'--Date ___ _ =====-============================== ,=====-=======--========================= 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) 5 3 -6 1 39.00 36.00 14.00 6 4 -7 1 39.00 36.00 14.00 7 6 -7 1 36.00 36.00 23.25 8 7 -8 1 36.00 13.75 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 -3 2 2 -4 3 3 .-4 4 4 -5 5 3 -6 6 4 -7 7 6 -7 8 7 -8 BLC No. Basic Load Case Description Load Totals Nodal Point Dist. ---------"-------------------------------------------------------------------1 DL 2 LL 3 EQ Member Distributed Loads,BLC 1: DL 2 4 4 ----------------------------------------------------------------------------Memb I J Start End Start End No Node Node bir Magnitude Magnitude Location Location -------------------------(K/ft,F)-----{K/ft,F)---------{ft)---------(ft)---- 7 6 -. 7 Y -0.052 -0.052 0.000 23.250 8 7 -8 Y -0.052 -0.052 0.000 13.750 3 3 -4 Y -0.240 -0.240 0.000 23.250 4 4 -5 Y -0.240 -0.240 0.000 13.750 Member Distributed Loads,BLC 2: LL Memb I J Start End Start End No Node Node Di~ Magn.itud~ Magnitude Location Location ---~---------------------(K/ft,F)-~---(K/ft,F)---------(ft)---------(ft)---- 7 6 -7 Y -0.048 -0.048 0.000 23.250 8 7 -8 Y -0.048 -0.048 0.000 13.750 3 3 -4 Y -0.640 -0.6·40 0.000 23.250 4 4 -5 Y -0.640 -0.640 0.000 13.750 · --,-----C----· ..... -------------. O."" . RISA-2D {R) Version 3.03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 San Diego, CA 92127 LOT-52 PANEL --18 Job ____ _ Page __ B-+7---Date ____ _ ======================================-===================================== Nodal Loads, BLC 3: EQ Node Numper Global X' Global Y Moment -----------------------(K)-----------------(K)------------------(K-ft)---- 6 15. 800 0. 000 0. 000 3 28 .600 0 .000 0 .000 Load Combination No. Description Self Wt BLC BLC BLC BLC BLC Dir Fae ]rac Fae Fae Fae Fae W E DYNA S V ----------------------------------------------------------------------------1 D+L+EQ y -1 Dynamic Analysis Data Number of modes {frequencies) Basic Load Case for masses B~C mass direction of action Acceleration of Gravity . . 1 1 2 1 3 None x only 3 1 32.20 ft/sec**2 Load Combination is 1 : D+L+EQ Nodal Displacements -------------------------------------------------------------------------· - Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)--------- 1 2 3 4 5 6 7 8 Load Combination is 1 Member End Forces 0.00000 0.00000 0.02060 0.01992 0.01992 0.03118 0. 03009" 0.03009 D+L+EQ . . . 0.00000 0.00000 0.00037 -0.00384 -0.01713 0.00038 -0.00514 -0.01591 -0.00018 -0.00017 -0.00007 -0.00006 -0.00009 -0.00005 -0.00005 -0.00008 ----------------------------------------------------------------------------Nodes ==========I-End===.==== ========== J-End ========== No. I J Axial Shear Moment Axial Shear Moment ---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-3 -4.05 22.00 -0.00 18.07 -22.00 236.51 2 2-4 122.78 22.40 -0.00 -108.75 -22.40 240.79 3 3-4 13.85 -19.90 -289.71 -13.85 59.46 -394.76 4 4~ 5 0.00 24.66 132.54 -0.00 0.00 -0.00 5 3-6 1.82 7.25 17.83 2.39 -7.25 38.35 -6 4-7 24~63 8.55 25.26 -20.42 -8.55 41.01 7 6-7 8.55 -2.39 -52.91 -8.55 13.50 -84.13 ------.. ------· --·· .... ·-""-·--------------------. ····----------------. ---. . . ·-·· ------· i • . ~ W' R2H Engineering, Inc. · 11545 W. 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J-:-1-....~-l-: ~-+:--.-------·-·--·-. -·---·· ...... ,. ,,,_ ... -l~......,.,.....1 --~..._~!_,i_'~i--, __ : ---,--:-!..-(' :-.' 3, -Z,3',:r:---~-~/~r6J-S:.~prh·--·-_ L ,_· _l _ _,__ ... l-~ _____ ; _; _· _____________ . ___ ,_T+: _. _______ .2.. _________ . .' ______ .. ~-_ .• ":--. --: -. ___ ! _:_.;--,-----~,-+---- r • , ~-------.-.--~--~-._..,...,.,._._,~~,.----» -: (~! ' l : ---·,---·-,-----·--·-·-------------·· ---~------·--· ~-~-~---~ f -j ; ; w---~ ,,_ _____ .. __ --- •'---•,-,. -;-~----'---':-: _;__._,_~~ --· ,-----~---' -------,_ ' \ I' j i I ! ! ! I ! I ......... ---. -.( /?:/xfi7 JOB NO. C--9S/3o DATE___,___L-~9~6 ___ _ SHEET //.S OF-- --2/oo,. fr'r·-···-· _______ _:_ ~ _, r-""- ~-- $ R 2H Engineering, Inc. PROJECT BY SUBJECT ,--~-......... ---'--+-------·---------.:..4"1-;-,--+--.........,..--,,--,----------·-----. - 'l ,! I I JOB NO. Lo l---52... DATE P:,oTlt/' SHEET ( I -1.I · -ld/ --6DJ1...<,fa· JI... ,z ... r .--AA·-. _r 2-/e,-/ . (SQ_. ) I(f-:-2~ . .7 . .,...,--------------------------------~---------------------------·· ---- C-~s /3() L-9b fl~ OF-- ··--,·---------- A. ~'::J' ~ -,,, R2H Engineering, Inc. JOB NO. C '.?S /34 DATE /-46 PROJECT ____ ~L=·-0 7,___-_S-_2 _______ _ BY ____ -,-__ susJECT--~--+F-o~Q~"~z~w~,~-------SHEET // 7 OF-- .. (ecm..J. L i I !. f i i ! i ' I ! I l I 1 i l ' i I I ' ' I I I l 1 1 l l I j 1 · · . , I ' ; i I I ! I i ! ! I I i l t--:·-)-Ti" i l I ~.'.i- 1ll I 1 J I ,, ----~---------. ·--·-•-. -----· A ~w . (w: ,;,,..._, '\;:# ··-. R2H Engineering, Inc. PROJECT __ ~ _ __,,L=o~T_--==s;=----..::2. ______ _ JOB NO. C-9S /3o DATE /-96 BY _______ _ SUBJECT ____ ,_Foo~~-'-'~...,._,."____.. _____ _ SHEET /(8 OF-- 0-...---------.------··-·~-'. -----' __, ___ -'-+----,.--------, ----· i i 1--'-.-.l-..--------..----·-·----· --- i....-;_.;__J.-,. __ _;___~ . '.~~-f-;-,·-... ._ __ :~:··~ ~-·~_,_._:_~--:t : , , ,10;:-:-Y . . --··-·-----· -·-. ~f:_;.'-;------~~i--,--r", ~,--. v-' l ~ I _. •·· CJ; ==-(if-i oj~;;.-j~ . =-2 .3 7 "1 --·--· ._,_ ------·-----~--.. ~,u;:i=:~~ o.7¥i~-·_ ~ )' ·i. -o;"i37 1/, - ,_ .... ___ ,.., ___ .., ___ .,. ........ -·--·--· ------H-•----,.~ • ---=--------------·-·-··-··---------·-· .. -···· -½ ________ __,__ R2H Engineering, Inc. JOB NO. C9S-/)~ PROJECT _____ t~Q~,_-_S"=--~-------DATE /-96 BY_~-'-----~ SUBJECT ____ _J_r'.....-.::.o_c.!.._;;/4=W(_;~+--------SHEET / 7 "f OF--1 .. (coN7,} ~---C------,--~----------·-· '-->-i------'-----·---· ---~---___ ..,..... ___________ -----· -- __.._....___....c.,~~-----··----··. $ R2H Engineering, Inc. JOB NO. C'z..~ )}<> PROJECT ~7-rL DATE r-96 8sv SUBJECT SHEET /J;<J OF-- ,-,.--__ ; ' '. '.g __ .........,..._· __ ,_·,~~: 1~,-----,--. -------- •-----~~--{ . J. JI ~ ;----'------~--_ .... t-,-+--,-''-t-: ~-~,,-~_.-! ---i-::;--r-l --·-, •• ------• -·· -... ~ - •~~-,-.,!'----""-1-~ ;,~_.,__,__,-,-~ --11,._ ; : _ _:... ______ .. -··-· ,,) ',HI I . ' I " ., .. ----------------------·-------------·---· .... ------· ·-------- C R2H ENGINEERING CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 SAN DIEGO, CA 92127 BEAM ON ELASrtC FOUNDATION &TJJ/~ r/i-!p~R PMe-l lt:J. 4.3. Title: Scope: Job#: Designer: Misc: Date: 01/23/96 Page: /--t, I BEAM DATA Beam Depth MATERIAL DATA LOAD COMBINATIONS Beam wiath Beam Span End Fixities Left Fixity = = = 24.00 in 48.00 in 31. 75 ft Free Free !:Gross Beta* Lenath Elastic.Mo ulus Subgrade Modulus = 55296.0 in4 Load Combination: Dead Load Onl! = 3.24 DL Mult. = 1.0 = 3122. 00 psi LL Mult. = 1.00 = 75.00 pci Short Term Mult. = 1.00 Overall = 1.00 Right Fixity APPLIED LOADS----------------Uniform #1: DL= 0.580, LL= 0.000, ST= 0.000 k/ft from 0.00ft ·> 31.75ft Point #1: DL= 15.000, LL= 40.000, ST= 0.000 k at 3.00ft Point #2: DL= 11.840, LL~ 0.000, ST= 0.000 k at 14.00ft Point #3: DL= 38.900, LL= 0.000, ST= 0.000 k at 21.88ft Moment #1: DL= 0.000, LL= 0.000, ST= 351.000 k-ft at 14.00ft Moment #2: DL= 64.680, LL= 0.000, ST= 185.200 k-ft at 21.88ft SUMMARY-----------------·Max V+ Max V-Max M+ Max M-Max Theta+ Max· Theta- Max Defl+ Max Defl-Max Soil Pressure = 23.18 k at 21.84 ft = -15.41 k at 21.97 ft = 125.03 k-ft at 21.84 ft = -16.33 k-ft at 7.87 ft = 0.00 at 31.75 ft = -Q.00 at 11.81 ft = 0.00 in at 0.00 ft = -0.08 in at 18.29 ft = 827 psf at 18.29 ft Mmex • 125.0Zft-k • 21.84 'ft Mm1n • -t6.321't-t: • 7;971't Vm•x • 23.17 ktp$ • 21.84ft Vmtn • -1S.40 k:1P* • 2.1.97 ft V Left Reaction Right Reaction Moment@ Left End Moment@ Right End Theta@ Left End Theta@ Right End Defl. @ Left End Defl. @ Right End = 0. 00 k = 0. 00 k = O.OOk-ft = 0.00 k-ft = -0.00 = 0 I 00 = -0.05in = -0.03 in /vi ----+---·-1 = 7CJ. 3 Dm•:x-• o.oo in • o.oo ft Dmtn • -0.07 tn • 18.28 1't -15.40 o.oo~----+----+------1--- f''l---,+--+-t---'--!---;---+----1--+----t 0.0 5.2 10.5 15.8 21.2 26.5 ;51.7 COL • .,__ ____________ , V4.4A.3 {cl 1983-95 ENERCALC R2H ENGINEERING, KW060291 R2H ENGINEERING CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 SAN DIEGO, CA 92127 BEAM ON ELASTIC FOUNDATION FOOTING UNDER PANEL 19,43 BEAK DATA MATERIAt DATA Beam Depth · = 24. 00 in I :Gross = = = = Beam !Hath = 48. 00 in Beta * Length Beam Span = 31. 75 ft Elastic Modulus End. Fixities ---Subgrade Modulus Left Fixity Free Title: Scope: Job#: Designer: Misc: Date: 01/23/96 Page: /'2.-7..- 55296. o in4 3 .24 3122. oo psi 75. 00 pci LOAD COMBINATIONS ---Load Combination: Dead + Live DL Mult. = 1.00 LL Mult. = 1.00 Short Term Mult. = 1.00 Overall = 1.00 Right Fixity Free APPLIED LOADS----------------Uniform #1: DL= 0.580, LL= 0.000, ST= 0.000 k/ft fronr 0.00ft -> 31.75ft Point #1: DL= 15.000, LL= 40.000, ST= 0.000 .k at 3.00ft Point #2: DL= 11.840, LL= 0.000, ST= 0.000 k at 14.00ft Point #3: DL= 38.900, LL= 0.000, ST= 0.000 k at 21.88ft Moment #1: DL= O. 000, LL= O .000, ST= 351. 000 k-ft at 14. 00ft Moment #2: DL= 64.680, LL= 0.000, ST= 185.200 k-ft at 21..88ft SUMMARY-----------------Max V+ Max V-Max M+ Max M-Max Theta+ Max Theta-Max Defl+ Max Defl-Max Soil Pressure = 27.53 k at 21.84 ft = -33.90 k at 3.05 ft =100.29k-ftat 21.84ft = -71. 70 k-ft at 9. 52 ft = o.oo .at 4,06 ft = 0.00 at 0.00· ft = 0.00 in at 0.00 ft = -0.19 in at 0.00 ft = 2009 psf at O. 00 ft Mme.-: • 100.28ft-k • 21 .84 ft Mmi n • • 71.69 fl-k • 9,SZ ft Vmax • 27.53 kips• 21.841't Ym1n • -33.90 k1PS • 3.04ft Omax • O.OD 1n • 0.00-'ft om1n --o.1s 1n • o.Oo 'ft Left Reaction = 0. 00 k Right Reaction = 0. 00 k Moment@ Left End = 0.00 k-ft Moment@ Right End = O.OOk-ft Theta@ Left End = 0.00 Theta@ Rilht End = 0.00 Defl. @ Le t End = -0.19 in Defl. @ Right End = -0.0lin Z7.53 100.ZBI j i Mi--'---~~--·---.,-~-l-- •71.69 ~11?---!--+---- 1 V jjj_ ±11=-43fe-/ I I -M = 1/-_{,. 7 J,-;f v== 33,.10~ · S.Z 10.S 15.8 Z1.2 26.S 31.7 R?.~ RNr.TN!~!!NG, Ki~60291 ,,.,~~~· ,="'' L R2H ENGINEERING CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 . SAN DIEGO, CA 92127 BEAM ON ELASTIC FOUNDATION FOOTING UNDER PANEL 19,43 BEAM DATA MATERIAL DATA Beam Depth = 24.00 in !:Gross . Beam Width = 48. 00 in Beta * Length Beam Span. = 31. 75 ft Blas tic Modulus End Fixities ---------Subgrade Modulus Left Fixity Free Ri.ght Fixity Free = = = Title: Scope: Job#: Designer: Misc: Date: 01/23/96 Page: /'2} 55296. O in4 3.24 3122. 00 psi 75. 00 pci LOAD COMBINATIONS ---Load Combination: Dead+Short Term DL Mult. = 1.00 LL Mult. = 1.00 Short Term Mult. = 1.00 Overall = 1.00 APPLIED LOADS-.----------------Uniform #1: DL= 0.580, LL= 0.000, ST= 0.000 k/ft from 0.00ft ·> 31.75ft Point #1~ DL= 15.000, LL= 40.000, ST= b.000 k at 3.00ft Point #2: DL= 11.840, LL= 0.000, ST= 0.000 k at 14.00ft Point #3: DL= 38.900, LL= 0.000, ST= 0.000 k at 21.88ft Moment #i: D.L= 0.000, LL= 0.000, ST= 351.000 k-ft at 14.00ft Moment #2: DL= 64.680, LL= 0.000, ST= 185.200 k-ft at 21.88ft SUMMARY----,-----------------Max V+ Max V-Max M+ Max M-Max Theta+ Max Theta-Max Defl+ Max Defl-Max Soil Pressure = 46.29 k at 21.84 ft = -2.97 k at 3.05 ft = 22s.60 k-ft at 13.97 ft = -118.35 k-ftat 14.10 ft = o. oo at 21. 84 ft = -0.00 at 0.00 ft = 0.04 in at 31. 75 ft = -0.11 in at 7.62 ft = 1184 psf at 7. 62 ft Mmax • 22e.S9ft-k • 13.97 ft Mm1n • -118.3!5 t't-k • 14.09 'ft Vm•x • 416.2:8 kip•., 21.84 t't Vmtn --2.97 kip~• 3.04ft Dmex • 0.04 tn • 31. 75 ft Dm1n • -0.10 1n • 7.62 ft V4.4A.3 (c) 1983-95 ENERCALC Left Reaction Right Reaction Moment@ Left End Moment@ Right End Theta@ Left End Theta@ Right End Defl. @ Left End Defl. @ Right End = 0. 00 k = 0. 00 k = O.OOk-ft = 0.00 k-ft = -0.00 = 0.00 = -0.10 in = O. 04 in R2H ENGINEERING, KW060291 R2H Engineering, Inc. PROJECT LOT-52. BY __ ______, ___ SUBJECT FoO 17/Y'o/. -..... -......... ;3I . j/ i-1. _,, •• .. ~7,-I L J.~ ,, I;?,~. .,. ,o. ' 1, ;;,, ,,l / _(7. / _,. ___ ·---I _ I . .. 1, ! , / ---· .. . -i:, C/,'l.-. -.... " -. / . " k. . r, = //. 8· R:= .s:.t.i. It.. CD) 4,gk.. ClJ ~ =-;rk Co} qo~ {_(.,) rz. B. 3 Je· ,, .. 70.s JI..../ · JOB NO. Ctf}S /3o DATE /-7-6 SHEET / 2-r; OF-- --~~-~,:~:~~·:_:. ~--_--·:·Mri ~ '5·fif.1-~--~-~~ "-7?)/.t ~~-(~~~~: 1-;B;:~: ·:;;~Ee;_~· ~~11 .. _· 2/b~-~'~: .· .... : ~:::·~~-~-~--~----.-ft'n=-·~:1j 2/__~_.:(1r 1c-"'f ... 7 Mv1.=-/4 ffx:.12 £3~J7j,6 .. i~; · ~-:~ 1v~= o.:~~_/2~'?_"_0 _~-~z,~~~ ~~-~6;~1?-~ __ .. _-_· ·_ -_._: __ "·-~--, --- l . ' --------. _,. __ ..._ ___ --~-----. -·-' ' ··-. ---. ... ---~ ... ---· .. -• Vi-t:: "' {( ;z Cf_'t?. 6 8.(,, . .. --- S = . . . . -----------~ ----·-·-·--· .. -.. -----· -------· -----.. -.. _----~~-==--:· ,_--_-_ ····-USE: :'"'J,~2}--w,,vr.·--·PTN'9 -----------__ :=:-·:~~-_:_>·=- W/ 3-#8 · ~7. ,· l. -f:rg · Top . i! #y; "fJe} <!!. -&~c...- R2H ENGINEERING CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 SAN DIEGO, CA 92127 BEAM ON ELASTIC FOUNDATION LOT -52 FOOTING UNDER PANEL 21 & 44 . BEAM DATA Beam Depth MATERI~L DATA Beam Wiath Beam Span · End Fixities Left Fixity = = = 24. 00 in 24.00 in 42. 00 ft Free Free I:Gross = Beta t Lenath = Elastic Mo ulus = Subgrade Modulus = Title: Scope: Job#: Designer: Misc: Date: 01/24/96 Page: /,z_;j LOAD COMBINATIONS---27648. O in4 Load Combination: Dead+Short Term 5. 67 DL Mult. = 1.00 3122.00 psi 230.00 pci LL Mult. = 1.00 Short Term Mult. = 1. O O Overall = 1.00 Right Fixity APPLIED LOADS----------------Uniform #1: DL= 0.580, LL= 0.000, ST= 0.000 k/ft from 0.00ft -> 42.00ft Point #1: DL= 15.000, LL= 40.000, ST= 0.000 k at 3.00ft . Point #2: DL= 11.800, LL= 0.000, ST= 0.000 k at 24.50ft Point #3: DL= 55.200, LL= 4L800, ST= 0.000 k at 32.38ft Moment #1: DL= 0.000, LL= 0.000, ST= 295.000 k-ft at 24.50ft Moment #2: DL= 206.500, LL= 41.700, ST= 96.400 k-ft at 32.38ft SUMMARY-----------------Max V+ Max V- Max M+ Max M-Max Theta+ Max Theta-Max Defl+ Max Defl-Max Soil Pressure = 58. 79 k at 32. 26 ft = -10.35 k at · 3.02 ft = 237.28 k-ft at 32.26 ft = -112.03 k-ftat · 24.53 ft = o.oo ·at 32.42 ft = -0.00 at 17.81 ft = 0.03 in at 42.00 ft = -0.08 in at 23.02 ft = 2569 psf at 23.02 ft Mm•x • Z37.27ft-k·• 32.2S ft Mm1n • -112.02 n-11: • 24.52 ft Ymax -58.79 k1pa-• 32.2S f"t Vmtn • -10.35 ktpa • :s.02 ft. Om•x • 0.03 tn ~ 42.0f? ft Dmtn • -0.07 in• 23.01 ft V4.4A.3 (c) 1983-95 BNBRCALC -0.07 6.8 13.9 : 21.0 Left Reaction Right Reaction Moment@ Left End Moment@ Right End Theta@ Left End Theta@ Right End Defl. @ Left End Defl. @ Right End = = = = = = = = 0. 00 k 0. 00 k 0.00 k-ft 0.00 k-ft 0.00 0.00 -0.03in O. 03 in -+------f,''--""-~ 28,0 !35.t 42.C l ! R2H ENGINEERING, KW060291 R2H ENGINEERING CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 SAN DIEGO, CA 92127 BEAM ON ELASTIC FOUNDATION LOT -52 FOOTING UNDER PANEL 21 & 44 BEAM DATA MATERIAL DATA Beam Depth = 24. 00 in I :Gross Beam !Hath = 24. 00 in Beta t Length Beam Span = 42. oo ft Elastic Moaulus End Fixities ---Subgrade Modulus Left Fixity Free = = = = Title: Scope: Job#: Designer: Misc: Date: 01/24/96 Page: f1.--6 2.7648. O in4 5.67 3122.00 psi 230. 00 pci LOAD COMBINATIONS---Load Combination: Dead Load Only DL Mult. = 1.00 LL Mult. = 1.00 Short Term Mult. = 1. 00 Overall = 1.00 Right Fixity Free APPLIED LOADS ----------------Uniform #1: DL= 0.580, LL= 0.000, ST= 0.000 k/ft fro·m 0.00ft -> 42.00ft Point #1: DL= 15.000/ LL= 40.000, ST= 0.000 k at 3.00ft Point #2: DL= 11.800, LL= 0.000, ST= 0.000 k at 24.50ft Point #3: DL= 55.200, LL= 4.800, ST: 0.000 k at 32.38ft. Moment #1: DL= 0.000, LL= 0.000, ST= 295.000 k-ft at 24.50ft Moment J2: DL= 206.500, LL= 41.700, ST= 96.400 k-ft at 32,38ft SUMMARY------------------Max V+ Max V-Max M+ Max M-Max Theta+ Max Theta, Max Defl+ Max Defl-Max Soil tres$ure = 42.14 k at 32.26 ft = -11. 75 k at 32 .42 ft = 213.83 k-ft at 32.26 ft = -36.17 k-ft at i5.46 ft = O. 00 at 33. 77 ft = -o.oo at 22.85 ft = 0.02 in at 42.00 ft = -0.08 in at 29.57 ft = 2799 psf at 29 .57 ft ,------=----@ /o f.lJIJE!. rT/14 °'le -213,83 Left Reaction Right Reaction Moment@ Left End Moment@ Right End Theta@ Left End Theta@ Ri1ht End Defl. @Let End Defl. @ Right End = 0. 00 k = 0. 00 k = O.OOk-ft = 0.00 k-ft = 0.00 = 0.00 = -0. 04 in = O. 02 in -t . 3 Jt-1 Mmex • 213.83rt•k • 32.25 rt Mmin • •36.16 ft•/,;• 15.45 ft = 42.7~-/ -36.1~,r~~--~==r=::t=~--...::::..~~~ vrnex • 42:.74 k1P'$ • 32:.25 'ft Vmtn --11.74 k1ps • 32.42 tt Dm•x ~ 0.01 tn • 42.00 ft Omin • -0.08 in• 29 56 ft V4 4~ 1 l~l 1QR1-Q~ RijRRr~tr I /I I ,.,.,11.I ol ,,._,, ,.., yol ~., ..... , .............. .... 42.74 0.01 01--1,-------'-------i--,#-1 tk. .c Ra~ BNG!NBBRING, KW060291 ' " \._;· R2H ENGINEERING CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 SAN DIEGO, CA 92127 BEAM ON ELASTIC FOUNDAT1ON LOT· 52 FOOTING UNDER PANEL 21 & 44 BEAM DATA MATERIAL DATA Beam Depth = 24. 00 in I: Gross Beam Wiath = 24. oo in Beta * Length Beam Span = 42. 00 ft Elastic Modulus End Fixities ---Subgrade Modulus Left Fixity Free = = = = Title: Scope: Job#: Designer: Misc: Date: 01/24/96 27648. O in4 5.67 3122. 00 psi 230. 00 pci . LOAD COMBIHATIOHS---Load Combination: Dead t Live DL Mult. = 1.00 LL Mult. = 1.00 Short Term Mult. = 1. 00 Overall = 1.00 Right Fixity Free APPLIED LOADS----------------Uniform #1: DL= 0.5801 LL= 0.000, ST= 0.000 k/ft fto~ 0.00ft" -> 42.00ft Point #1: DL= 15.000, LL= 40.000, ST= 0.000 k at 3.00ft Point #2: DL= 11.800, LL= 0.000, ST= 0.000 k at 24.50ft Point #J: D)'.i= 55.200, LL= 4.800, ST= 0.000 k at 32.38ft Moment #1: DL= 0.000, LL= 0.000, ST= 295.000 k-ft at 24.50ft Moment #2: DL= 206.500, LL= 41.700, ST= 96.400 k-ft at 32.38ft SUMMARY------------------Max Vt = 48.31 k at 32 .26 ft Max V-= -31. 73 k at 3. 02 ft Max Mt = 246.59 k-ft at 32.26 ft Max M-= -70.51 k-ft at 12.10 ft Max Theta+ = 0.00 at 4.37 ft Max Theta-= -0.00 at 23.18 ft Max Defl+ = 0.02 in at .42.00 ft Max Defl-= -0 .. 14 in at 0.00 ft Max Soil Pressure = 4666 psf at O. 00 ft ( 4 6/.6.J< z. I 246.sa ::: , 6 =-/, ~ss p.s, <:. 2,100 P.Jl ~u.. . 1 I I ----, bXO°X'J,, rlllCJ Mm•x • 246.S8ft·k·• 32.25 ft Mmin·--70.50 ft-k ~ 12.09 1't Vm•x -48.30 k1p$ • 32.25 1't Vm1n • -31.73 ktp:s • 3.02: 1't Left Reaction Right Reaction Moment@ Left End Moment@ Right End Theta@ Left End Theta@ Right End Defl. @ Left End Defl. @ Right End = 0. 00 k = 0. 00 k = 0.00 k-ft = O.OOk-ft = 0.00 = 0.00 = -0 .14 in = O. 02 in = z7. 7t·I ~ 70. tt-1 -33k Dmex • 0.02 in• 42.00 ft Omin • -0.141n • o.oo ft L 73 "-•31.73 -J!:..._----+-----+-_.:,__--t------"--==--,-. 0.02 or---1-------'--''----1----;..--,,11<-1 f o.o 6.8 13.9 21.0 T 35.1 ;.oz.c ! @ V4.4A.J (c) 1983-95 ENERCALC R2H ENGINEERING, KW060291 R2H ENGINEERING CONSULTING STRUCTURAL ENGINEERS 11545 W. BERNARDO CT.,STE. 300 . SAN DIEGO, CA 92127 BEAM ON ELASTIC FOUNDATION 'F90TIN?. ()$ER /7.Mcl . 2../ ~ lff/ BEAM DATA MATERIAL DATA Beam ~~pth = 24. 00 in I :Gross Beam w1ath = 24. oo in Beta * Length Beam Span = 42. 00 ft Elastic Modulus End Fixities -----,-Subgrade Modulus Left Fixity · Free = = = Title: Scope: Job#: Designer: Misc: Date: 01/24/96. Page: /'1.-8 27648. O in4 5.67 3122. 00 psi 230. oo pci LOAD COMBINATIONS---. Load Combination: Dead Load Only DL Mult. = 1.00 LL Mult. = 1.00 Short Term Mult. = 1. 00 Overall = 1.00 Right Fixity Free APPLIED LOADS----------------Uniform #1: DL= 0.580, LL= 0.000, ST= 0.000 k/ft from 0.00ft -> 42.00ft Point #1: DL: 15.000, LL= 40.000, ST= 0.0.00 k at 3.00ft Point #2: DL= 11.000, LL= 0.000, ST: 0.000 k at 24.50ft Point #3: ·DL= 55.200, LL= 4.800, ST= 0.000 k at 32.38ft Moment #1: DL= 0.000, LL= 0.000, ST= -295.000 k-ft at 24.50ft Mbment #2: DL: -206.5001 LL= -41.700, ST= -96.400 k-ft at 32.38ft SUMMARY-----------------Max V+ Max V- Max M+ Max M-. Max Theta+ Max Theta-Max Defl+ Max Defl-Max Soil Pressure = 12.05 k at 32.26 ft = -42.44 k at 32.42 ft = 193.84 k-ft at 32.42 ft = -32.30 k-ft at 28.56 ft· = 0.00 at 42.00 ft --0. 00 at 32. 26 ft = 0.00 in at 0.00 ft = -0.08 in at 35.11 ft = 2742 psf at 35.11 ft 193.84 Mmex • 193.84ft-k • 32.42 tt Mmin • -32.30 ft-k ,p,28.56 ft M vmex • 12.04 ktps • 32.25 ft Vmtn • -42.43 kip$• 32.4Z ft -32.~0 12.04 Left Reaction Right Reaction Moment@ Left End Moment@ Right End Theta@ Left End Theta@ Rifht End Def 1. @ Le t End Defl. @ Right End = 0. 00 k = 0. 00 k = O.OOk-ft = O.OOk-ft = 0.00 = 0.00 = -0. 05 in = -0. 06 in = 3/.3'7/t.. ---t--~-- Dm•x • 0.00 tn • 0,00 ft 0m1n • -O.081n • 35.11 ft -42.43 0.00lr---i---'---~---'-----'------1 -o.oe ! f-----------i-----i----t----f Jo.o 6.8 i I i I t I 13.9 21.0 28.0 35.1 42.C V4.4A.3 (c) 1983-95 ENERCALC R2H ENGINEERING, KW060291 r:s,, \:" -~: R2H Engineering, Inc. PROJECT ____ ~L~0 _._7_-_s;_z... ______ _ JOB NO. c.9.s I"~ o DATE {-'96 BY--~--~ SUBJECT _____________ _ SHEET / ?j OF-- PANriL WT. I I I) (/Z X J, X' 2, / @ -/8, s-tq, :fl. $ 1/z. = IS, 3J,} /z. @ /2. ::::: /~ 333/7- 33, gq 7¢t V = -0,./81' X $], 897 # = 6., 203' ~ o .... r:.11 = poor/Tl/, ·w7_ _ fA-li_FJ(. iv/ ,--· ______ ,. __ ··-·-----, __ ·--. ._ -~------·--' --------------, ---,_______ .. -- -·-·--·-------·---·-----· "" -···-· ----'--.-.----~ -. ------· ---, ----------------------· ---,.._ .. _ ---~·?·---·-· --,-------·----.. . ..--; ---i--------·---------------. -------·- --i ,_. --~---,-, ' -----· ... ---· ® \.~ I I .,.... 1 ~t ---J-,,I(/" PrAt9 e 17-d' /Z.. > -/. ' > -~=-/Z 2.,i/x /,JJ = 2.BJ~.J/ <a/£ "'--"" ... _,_ ·-· -----'-~--·~- ff:iL" ~> --:· · l Ui .1, L 1P<:. ! /i.t;t'iUe-11,-v.r~u.u--0_:{J ~ RECEIVED FEB 1 9 1997 ENGINEERING DEPARTMENT Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (619) 438-3155 • FAX (619) 931-0915 February 14, 1997 W.O. 1926-C/D/E-SC The Blackmore Company t,z.1or'.l!_ifTN~""M 1:2626 High Bluff Drive, Suite 440 · · San Diego, California 92130 Attention: Mr. Allen Blackmore Subject: Soil Compaction Report for Utility Trench Backfill, Retaining Walls Backfill, and Subgrade, Lot 52, Carlsbad Research Center, Carlsbad, California. Dear Sir: · This report presents a summary of the soils engineering observation and testing services provided by GeoS0ils, Inc. (GSI) for the' utility tre·nch backfill, retaining wall backfill, and subgrade testing for the subject site. This report covers only the utility trench backfill, retaining wall backfill, and subgrade testing performed by GSI, as requested by the client, from June 25, 1996 through November 29, 1996. RETAINING WALL BACKFILL ·(GSI Phase C} Native, onsite soils were used as backfill for the retaining wall. The required compaction was achieved by mechanical means, The minimum compaction required was 90 percent of the laboratory standard. Wall drains were installed. The drains consisted of perforated PVC pipe embedded in crushed rock, then wrapped in filter fabric. UTILITY TRENCH BACKFILL (GSI Phase D} Select native, onsite soils were used as backfill for the· utility trenches. Only backfill testing for sewer, water, and joint utility trenches, as requested by the client, were performed. The required compaction was achieved by mechanical means. The minimum compaction required was 90 percent of the laboratory standard. r ./ SUBGRADE TESTING (GSI Phase E) The exposed subgrade was tested to a depth of 12 inches. Our tests indicate that the materials tested riieet or exceed the minimum requirement of 95 percent relative compaction of the laboratory standard. FIELD TESTING 1. Field density tests were performed using the nuclear-densometer ASTM test method D-2922 and ASTM D-3017. The test results are presented in the attached .Table 1 . . 2. Field density tests were taken at periodic intervals 8:nd random locations to check the compactive efforts provided by the contractor. Where test results indicated a less than the required minimum compaction, the contractor was notified and the area was reworked until the required minimum relative compaction was achieved for each respective area. 3. · Visual classification of the soil in the field was the basis for determining the maximum density value to use -for a given density test. LAB9RATORY TESTING The laboratory maximum dry density and optimum moisture content for each of the major soil types were determined' according to ASTM test ·method D-1557. The following table presents the .results: A -Clayey Silty Sand, Brown 121.0 15.0 8 -Clayey Sand, Olive Brown . 120.5 14.5 C-Clay, Olive Brown 114.0 16.5 REGULATORY COMPLIANCE Placement of compacted backfills under the purview of this report have been completed using the observation and selective testing services provided by representatives of GSI. Earthwork was performed in general compliance with the Grading Code of the City of Carlsbad, California. The Blackmore Company Lot5~, Carlsbad Resear9h Center e:\wp60\ 1900\ 1926de.sc GeoSoils, Inc. W.O. 1926-C/D/E-SC February 14, 1997 Page2 1 I Our findings were tnade in conformance with generally accepted professional engineering practices, and no further warranty is implied or made. GSI assumes no responsibility or liability for work, testing, or recommendations performed or provided by others. This report is subject to review by the controlling authorities for this project. We appreciate this opportunity to be of service. If you have any questions pertaining to this report, please contact us at (619) 438-3155. Respectfully submitted, GeoSoils, Inc. Robert G. Crisman Engineering Geologist, CEG 1934 · SLE/RGC/LFA/hs Attachment: Table 1 -Field Density Test Results Distribution: (2) Addressee (2) Bilbro and Giffin, Mr. Rob Bilbro The Blackmore Company Lot 52, Carlsbad Research Center e:\wp60\ 1900\ 1926de.sc GeoSoils, lne. Reviewed by, W.O. 1926-C/D/E-SC February 14, 1997 Page3 TABLE 1 FIELD DENSITY TEST RESULTS .,,;,;:,·:,,:.·.'f..i-"=.G.t:g-,AETAINING'WALCBACKFILL!:·::-J-,!, ~-~_i;_;;_r:;\•t'",;,;:,{;,.:"'."·;f,r:-,.i,".'.1:,c/'li";:;;~;-;v; :~ .·:'·>·· • ,:; ; , >::.F:s1 .,.:., ,:· .. ,.,:-: .. 0·-; RW-1 10/1/92 SOUTHSIDE OF PAD -3.0. 15.5 102.8 90.2 . ND C RW-2 10/1/92 SOUTHSIDE OF PAD -3.0·. 16.8. 103.9 91.1 ND C RW-3 10/1/92 SOUTHSIDE OF PAD -1.0 · 14.8 108.5 90.0 ND 8 RW-4 10/1/92 SOUTHSIDE OF PAD -1.0 . 17.3 103.7 91.0 ND C The Blackmore Company Lot52 e:excel\tables\ 1900\ 1926rev.xls GeoSoils, Inc. W.O. 1926-C-SC February 14, 1997 Page 1 TABLE1 FIELD DENSITY Tl:ST RESULTS . ~:t"~~:tffit::,:;':~SEWER·UNE:TRENCH:BACKFILt:'::::a1,t-:'::'.-:]c'.':::·:c~:\;~;;,~~ .... :-f.";.:;:\~-.)·~:1°c\.JF!-;~V:i ;i'0 :''.t:o.;.''·t r.: ···-·· ·, :~-·(T.-'(~~-1!{.flf,.i,f;~ .. l s-1 6/24/92 S. EAST SEWER LINE -0,5 15.5 _ 102:a 90.2 ND. C s-2 6/24/92 S. EAST SEWER LINE -1.0· 16.0 105.1 92.2 ND C S-3 6/24/92 S. EAST SEWER LINE -5.0 16.4 105.5 92.5 ND C :·f1~lr J~~-~~•t,,4::i~~1WA.:TER:tlNE:tTRENGf.tBACKFJtl:t-Jii.'~:.~~~=~tJ;;_:~;-~~t:t~l~::?i~~~1£~~t-:'fi??~· ~:.:?"': -~ /:,1:~ :~.-~· -~~.,: ~.:~:.~/ .. i<:~~ -?,-=i"--~'..:1 W-1 8/11/92 EAST SIDE ENTRY OFF RUTHERFORD 268.0 ,12.7 113.3 93.6 ND A W-2 8/11/92 EAST SIDE ENTRY OFF RUTHERFORD 269.0 -13.0 _ 111.4 92.1 ND A W-3 8i20/92 ENTRY OFF RUTHERFORD 270.0 13.0 114.1 . 94.3 ND A W-4 8/20/92 NORTH EAST SIDE BUILDING 269.0 14.5 109.2 90.6 ND B W-5 8/20/92 NORTH EAST SIDE BUILDING 268.0 14.1 ~10.6 91.8 ND B W-6 8/21/92 NORTH WEST BUILDING _267.0 15.3· 103.7 91.0 ND C W-7 8/21/92 NORTH WEST BUILDING 267.0 15.9 102.9 90.3 ND C w:a 8/21/92 NORTH EAST BUILDING 266.0 ·16.0 109.1 90.2 ND A W,9 8/21/92 DRIVEWAY ON RUTHERFORD RD 265.0 18.6 110.2 91.5 ND B W-10 8/21/92 DRIVEWAY ON RUTHERFORD RO FG 16.6 112.4 93.3 ND B r~~~f$'~;~:1j;-~~1101N't:LlN~1"RENCA:.BACKFlll:£~~.1½-)£:!1~~~~~~~¾'jf~:01!~t~t.2!;.t~%~rt~t: ~·;s,:.1f~~;:'~{~I?fc~:..::-"i:.ll!c!:~·~ JT.j• 10/15/92 SOUTH SIDE OF BUILDING JT-1A 10/15/92 SOUTH SIDE OF BUILDING JT-2 10/15/92 EAST SIDE OF BUILDING JT-3' 10/15/92 EAST SIDE OF BUILDING JT-4 10/15/92 NORTH SIDE OF BUILDING The·Blackmore Company Lbt52 e:excel\tables\ 1900\ 1926rev.xls 269.0 _ 15,0 269.0 -13.9 268:0 15.3 269.0 16.0 267.0 16.9. GeoSoils, Ine. 96.6 84.7 102.7 90.1 103.9 91.1 102.9 90.3 103.5 91.8 ND C ND C ND C ND C ND C W.O. 1926-D-SC February 14, 1997 Page 1 I .~ TABLE 1 FIELD DENSITY TEST RESULTS ,:.·:::::.--~:~:~~7,';;i~.I~ :t~i('\'.~;1tf":~~· ~ S.UBGRADE~~1::: ~.~~::·.::,~ ,• :~(::~::1.f..~, tJfi:"-t tj::;,r{.:_:-~lf .. ~Y.~~-;-;-~:·1 ·:~~ .~:-:,,, ~-· -~~ ~ . SG-1* 11/11/92 WEST SIDE OF BUILDING SG-tA 11/11/92 WEST SIDE OF BUILDING SG-2* 11/11/92 WEST SIDE OF BUILDING SG-2A 1,1/17/92 WEST SIDE OF BUILDING SG-3* 11/11/92 WEST SIDE OF BUILDING SG-3A 11/17/92 WEST SIDE OF·BUILDING SG-4 11/17/92 SOUTH SIDE OF BUILDING SG-5 11/17/92 SOUTH SIDE OF BUILDING SG-6 11/17/92, SOUTH SIDE OF BUILDING SG-7 11/17/92 SOUTH SIDE OF BUILDING SG-8 11/18/92 DRIVEAREA SG,9 11/18/92 SOUTH SIDE OF BUILDING SG-10 11/18/92 SOUTH SIDE OF BUILDING SG-11 11/18/92 SOI.ml SIDE OF BUILDING SG-12 11/18/92 soi..rTH SIDE OF.BUILDING SG-13 11/18/92 PARKING AREA SG-14 11/18/92 SOUTH SIDE.OF BUILDING SG-15 11/18/92 SOUTH SIDE OF BUILDING SG-16 11/18/92 SOUTH SIDE OF BUILDiNG SG,17 11/19/92 SOUTH SIDE OF BUILDING LEGEND: * -FAILING TEST A-RETEST FG -FINISH GRADE ND -NUCLEAR DENSOMETER SC -SAND CONE The Blackmore Comp@!'IY Lot52 e:excel\tables\ 1900\ 1926rev.xls SG 10.3 108.3 . 95.0 SG 13.3 108.6 95.3 SG _ ·10.0 105.6 92.6 SG 12.4 108:a 95.4 SG . 10.0 103.9 91.1 SG 13.5 108.8 95.4 SG 13.6 109.3 95.9 SG 13.5 114.5 95.0 SG 12.5 120.7 99.0 SG fa.5 110.8 97.2 SG 12.8 105.8 92:8 SG 13.1 108.1 94.8 SG 12.5 105.6 92.6 SG 16.2 115.0 95.0 -SG 14.4 108.3 95.0 SG 15.0 109.2 95.8 sG· 14.5 114.5 95.0 SG · 15.6 111.0 97.3 SG 13.9, 109.0 95:6 SG 14.3 108:9 95.5 GeoSoils, lne. ,·• :r.-'.::_·,: -/·.;t·-:1.: ·:; _· .. ND C ND C ND C ND C ND C ND C ND C ND B ND A ND C NO C ND C ND C NO A ND C ND C ND B NO C NO C ND C W.0. 1926-E-SC February 14, 1997 Page 1 ~&t "J:;,q:-,..a_; l L,~-. !y RECEIVED FEB 1 9 1997 e ENGINEERING DEPARTMENT Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (619) 438-3155 • FAX (619) 931-0915 February 14, 1997 W.O: 1926-B-SC The Blackmore Company 12626 High Bluff Drive, Suite 440 San Diego, California 92130 Attention: Mr. Allen Blackmore Subject: Final Compaction Report of Rough Grading, Lot 52, Carlsbad Research Center, Carlsbad, California. References: 1) 2) Dear Sir: "Preliminary Geotechnical Evaluation, Carlsbad Research Center, Lot 52, Carlsbad, California,11 W.O. 1926-SC, by GeoSoils, Inc., dated November 30, 1995. 11lnterim Compaction Report of Rough Grading, Lot 52, Building Pad Only, Carlsbad Research Center, Carlsbad, California," W.O. 1926X- SC, by GeoSoils, Inc., June 18, 1996. This report presents a summary of the geotechnical testing and observation services provided by GeoSoils, Inc. (GSI) during the earthwork phase of development. Earthwork for Jhe lot commenced on June 11, 1996, and was completed on June 20, 1996. PURPOSE OF 'EARTHWORK The purpose of grading was to prepare a. relatively level pad for the construction of an approximately 26,000 square foot, concrete tilt-up building and associated utility, pavement, and landscape improvements. Unless ,superseded by recommendations presented herein, the recommendations contained in the referenced report (GSI, 1995) remain pertinent and applicable. ENGINEERING GEOLOGY The geologic conditions exposed during the process of grading were frequently observed by a representative from our firm. The geologic conditions encountered generally were as anticipated as presented in the referenced report (GSI, 1995). GEOTECHNICAL ENGINEERING Preparation of Existing Ground 1 . Deleterious materials, such as concentrated organic matter and miscellaneous debris, were stripped from the surface and disposed of offsite, prior to placing any fill. . . 2.. Relatively loose, near-surface fill materials were renioved to expose competent fill materials in the building pad areas to receive fills on the site. Removals generally were about 4 feet deep below Original grade and were made in all proposed pad areas and 5 feet horizontally outside the perimeter of any settlement-sensitive improvements. 3. To minimize the effect of differer.1tial settlement and to provide a uniform pad subgrade for settlement-sensitive structures, cut portions of cut/fill pads were overexcavated to a depth of 4 feet below each proposed finish pad grade under the proposed structures to 5 feet outside bf the extreme foundation elements. 4. Overexcavation in areas with proposed fills less than 4 feet thick was performed to a minimum depth of 4 feet below pad grade and for a minimum lateral distance of 5 feet outside the extreme foundation elements. 5. Subsequent to the above removals, the exposed subsoils were scarified to a depth of about 12 inches, brought to at least optimum moisture content, then compacted to a minimum -relative compaction of 90' percent of the laboratory standard. 6. All overexcavations and proce~sing of original ground were observed by a representative of GSI. Fill Placement 1. Fill consisting of native onsite soils were placed in 4-to 8-inch lifts, watered, and mixed to achieve at least optimum moisture conditions, and compacted using earth moving equipment. The Blackmore Company Lot 52; Carlsbad Research Center File: e:\wp60\ 1900\1926b.scr GeoSoils, Inc. W.O. 1926-8-SC February 14, 1997 Page2 2. The approximate maximum depth of fill for the pad at the subject site, placed under purview of this report, is 5 feet. 3. Fills placed on surfaces steeper than 5:1 (horizontal to vertical) were keyed and benched into competent material. Field Testing 1 . Field density tests were performed using nuclear densometer ASTM test methods D 2922 and D 3017 and sand-cone ASTM test method D 1556. The test results are presented in the attached Table 1, and the locations of the tests are presented on Plate 1. · -2. Field density tests were taken at periodi9 intervals and random locations to check the compactive effort provided by the contractor. Where test results indicated less than optimum moisture content or less than 90 percent relative compaction, the contractorwas notified and the area was reworked until retesting indicated at least optimum moisture and a minimum relative compaction of 90 percent. Based upon the grading operations observed, the test results presented herein are considered representative of the compacted -fill. 3. Vis~al classification of the soils in the field was the basis for determining which maximum density value to use for a .given density test. Slopes No slopes overapproximately 3 feet in height were.constructed during development of the subject lot. The lower portion of the existing 25±-foot-high fill slope along the southern site boundary was to accommodate a 5±-foot-high retaining wall. Slopes are considered grossly and surficially stable and should remain so under normal conditions of rainfall, provided an adequate landscaping and maintenance program is followed. Establishment of landscaping should be accomplished as soon as possible to control potential erosion . of the slope face. Jute mat or other suitable material could be considered in order to aid in erosion control. LABORATORY TESTING Moisture-Density Relations The laboratory maximum dry density and optimum moisture content for each major soil type was determined according to ASTM test method D 1557. The following table presents the test results: The Blackmore Company Lot 52, Carlsbad Research Center File: e:\wp60\ 1900\ 1926b.scr GeoSoils, Inc. W.O. 1926-8-SC February 14, 1997 Page3 f A -Clayey Silty Sand, Brown 121.0 15.0 B -Clayey Sand, Olive Brown. 120.5 14.5 C-Clav, Olive Brown 114.0 16.5 Expansion Index .Expan$ive soil conditions have been evaluated for the site. A representative sample of the soils near pad grade was recovered for expansion index testing. An expansion index test was performed for the typical foundation soil type exposed at pad grade in general accordance with Standard 18-2 of the Uniform Building Code. The test result indicates an expansion index of 62 and expansion classification of medium. FOUNDATIONS RECOiylMENDATIONS Recommendations for foundation design and construction, floor slab design, and retaining wall desig.n and construction were presented ,in our referenced report dated November 30, 1995. Those recommendations remain pertinent and applicable. DEVELOPMENT CRITERIA Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil and slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Over watering should be avoided. Graded slopes constructed within and utilizing onsite materials would be potentially erosive. Eroded debris may be minimized and surticial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Plants selected for landscaping should be light weight, deep rooted types which require little water and are capable of surviving the prevailing climate. Compaction to the face of fill slopes would tend to minimize short term erosion until vegetation is established. It order to minimize erosion on the slope face, an erosion control fabric (i.e. jute matting} could be considered. The Blackmore Company Lot 52, Carlsbad Research Center File: e:\wp60\ 1900\ 1926b.scr GeoSoils, Ine. W.O. 1926-8-SC February 14, 1997 Page4 .· From a geotechnical standpoint, leaching is not recommended for establishing landscaping. If the surface soils area are processed for the purpose of adding amendments they should be recompacted to 90 percent minimum relative compaction. Consideration should be given to an aggressive pest control program on site. Continued bioturbation of compacted fill and/or bedrock near the face of slopes will result in additional. piping of earth materials and tend to decrease overall surficial slope stability. · The use of fertilizers may change the chemistry of the soils and alter the performance of piping, foundations, and subgrade structures. Consideration should be given for review by a qualified corrosion specialist. · Additional Site Improvements If in the future, any additional improvements are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request._ This office should be notified in advance of any additional fill placement, regrading of the site, or trench backfilling after -rough grading has been completed. This includes any grading, utiiity trench and retaining wall backfills. All future excavations should be observed by one of our representatives and conform to CAL-OSHA and local safety codes .. Drai,nage Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled · down any descending-slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. Pad drainage should be directed toward the_ street or other approved area. Roof gutters and down spouts should be considered to control roof drainage. Down spouts should outlet a minimum of five feet from proposed structures or into a subsurface drainage system. We would suggest that any proposed open bottom planters_ adjacent to proposed structures be . eliminated for a minimum distance of 1 o feet. As an alternative, closed bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from -structures or any exterior concrete flatwork. The Blackmore ·company Lot 52, Carlsbad Research· Center File: e:\wp60\ 1900\ 1926b.scr GeoSoils, Inc. W.O. 1926-8-SC February 14, 1997 Pages ; REGULATORY COMPLIANCE Processing of original/existing ground and placement of compacted fills under the purview of this report have been completed under the observation of and with selective testing provided· by representatives of GSI and are founo to be in general compliance with the requirements of the City of Carlsbad, California. Our findings·were made in conformance with generally accepted professional engineering practices, and no further warranty_ is implied or made. GSI assumes no responsibility or liability for work, testing, or recommendations performed or provided by others. This report is subject to review by the controlling authorities for this project. The opportunity to be of service is sincerely appreciated, if you should have any questions, please do not hesitate to call our office. Respectfully submitted, GeoSoils, Inc. ~~ Robert G. Crisman Engineering Geologist, CEG 1934 SLE/RGC/LFNhs Enclosure: Table 1 -Field Density Test Results Plate 1 -Field Density Test Location Map Distribution: (2) Addressee (2) Bilbro and Giffin, Mr. Rob Bilbro The Blackmore Company Lot 52, Carlsbad Research· Center ·Fife: e:\wp60\1900\1926b.scr Reviewed by, ~~OF Luis Fernando Aragon,;:::=;::.:::;-~ Civil Engineer, ACE 26096 Geotechnical Engineer, GE 99 W.O. 1926-8-SC February 14, 1997 Page6 TABLE 1 FIELD DENSITY TEST RESULTS 6/10/92 SOUTHWESTPORTJON 2 6/10/92 SOUTHWESTPORTJON 3 6/10/92 SOUTHWEST.PORTJON 4 6/10/92 SOUTHWEST PORTION 5 6/10/92 SOUTHWEST PORTION 6 6/10/92 SOUTHWEST PORTION 7 . 6/11/92 2ND PORTION, NORTHEAST SECTION 8 6/11192 2ND PORT!ON, NORTHEAST SECTION 9 6/11/92 2nd PORTION, NORTHEAST SECTION 10 6/11/92 2nd PORTJON, NORTHEAST SECTION 11 .6/11/92 2nd PORTION.NORTHEAST.SECTION 12 6/11/92 2nd PORTION, NORTHEAST SECTION ·13 6/11/92 2nd F'ORTJON, NORTHEAST SECTION. 14 6/12/92 SOUTHEASTCORNER 15 6/12/92 SOUTHEASTCORNER 16 6/12/92 SOUTHEASTCORNER 17 6/12/92 SOUTHEAST CORNER 18 6/12/92 SOUTHEASTCORNER 19* 6/13/92 NORTHWEST SECTION 19A 6/13/92 NORTH WEST SECTION 20* 6/13/92 NORTHWEST SECTION 20A 6/13/92 NORTHEAST SECTION 21. 6/13/92 NORTHEAST SECTION 22 6/13/92. NORiHEAST SECT1ON 23 6/13/92 NORTHEAST SECTION 24 6/14/92 NORTHEAST SECTION 25 6i16/92 . BLDG PAD AREA 26 6/16/92 BLDG PAD AREA 27 6/16/92 : BLDG PAD AREA 28 6/16/92 BLDG PAD AREA 29 6/16/92 BLDG PAD AREA 30 6/16/92 BLOG PAD AREA 31 6/16/92 BLDG PAD AREA 32 6/19/92 DRIVEWAY AREA 33 6/19/92 DRIVEWAY AREA 34 6/19/92. DRIVEWAY AREA 35 si19i92 DRIVEWAY AREA LEGEND: * -FAILING TEST A-RETEST FG -FINISH GRADE ND -NUCL:EAR DENSOMETER SC -SAND CONE 265.5 20.4 265.0 21.0 266.0 20.s· 267.5 15.8 268.0 16.4 268.5 18.0 266.5 17.6 .. 266.0 18.2 267.0 17.0 .269.0. 16.0 269.0 15.8 269.5 15.5 269.5 16.0 268.0 19.2 · 268.5 16.8 269.0 15.1 269.0 15.0 269.0 15.5 266,0 16.2 266.0. 15.0 266.5 16.6 266.5 14.0 267.0 16.9 267.5 16.1 269.0 17.4 269.0 16.0 FG FG j2.0 FG 11.5 FG 10.8 FG 14.0 FG 17.6 FG 12.9 FG 16.7 FG 16.5 ·FG 11.2 F.G 16.0 The· Blackmore Company Lot52 E:t:excel\tables\1900\ 1926rev.xls GeoSoils, Ine. 104.0 103.2 103.5 109.6 109.8 103.6 103.5 103.1 103.8 109.3 109.6 111.6 110.7 103.2 102.9 106.9 109.6 109.3 102.0 104.1 ·s9.6 103.5, 104.4 109.3 110.7 111.8 113.4 109.4 109.7 102.8 102.6 . 104.3 105.2 104.7 109.5 103.5 91.2 90.5 90.8 90.6 90.7 90.9 90.8 90.4 91.1 90.3 90.6 92.2 91.5 90.5 90.3 93.8 90.6 90.3 89.5 91.3 87.4 90.8 92.4 91.6 90.3 91.5 92.4 93.7 90.4 90.7 90.2 90.0 91.5 92.3 91.8 90.5 90.8 ND C ND C ND C ND A ND A SC C ND C ND C ND C ND A ND A ND A ND A ND C SC C ND C ND A ND A ND C ND C ND C ND C ND C ND C ND A ND A ND A ND A ND A ND A ND C ND. C SC C ND C ND C ND A SC C W.O. 1926-8-SC February 14, 1997 Page 1 Geotechnical • Geologic • Environme·ntal 5741 PalmerWay • Carlsbad, California92008 • (619)438-3155 • FAX(619)931-0915 Ttie Blackmore Company 12626 High Bluff Drive, Suite 440 San Diego, California 92130 Attention: Mr. Allen Blackmore June 18, 1996 W.O. 1926X-SC Subject: Interim Compaction Report of Rough Grading, Lot 52, Building Pad Only, Carlsbad Research Center Reference: "Preliminary Geotechnical Evaluation, Carl$bad Research Center, Lot 52, Carlsbad, California," dated November 30; 1995, by GeoSoils, Inc., W.O. 1926-SC Gentlemen: Grading and processing of original ground within the building pad at the subject site was observed and selectively tested by a representative of GeoSoils, Inc., during the earthwork phase of development on Lot 52, of the Carlsoad Research Center. The work performed to this date is in general conformance with the recommendations contained in our referenced preliminary report dated November 30, 1995, the project plans, and with the grading ordinances of the City of Carlsbad, California. A final compaction report of rough grading including a summary of compaction tests and grading operations performed within the building pad and parking areas is currently under preparation and will be submitted upon completion. The Blackmore Company Carlsbad Research Center June 18, 1996 W.O.1926X-SC Page2 If you have any questions concerning this report or if we may be of further assistance, please do not hesitate to contact any of the undersigned. Respectfully submitted, GeoSoils, Inc. Distribution: Addressee Bilbro and Giffin, Mr. Rob Bilbro Wally Pekus, Gentos.i Bros. GeoSoils, Inc. A 4k ~-~atelli, GE 2320 Principal Engineer Geotechnical • Geologic • Environmental 5741 PalmerWay • Carlsbad,California92008 • (619)438-3155 • FAX(619)931-0915 April 11 1996 W.O. 1926-A-SC Blackmore Rutherford Investment 12626 High Bluff Drive, Suite 440 San Oiego, California 92130 Attention: Subject: Reference: Gentlemen: Mr. Alan Blackmore AdqitioAal Plan Review, Carlsbad Research Center, Lot 52, Carlsbad, California 11Preliminary Geotechnical Evaluation, Car-lsbad Research Center, Lot 52, City of Carlsbad, San Diego County, California," dated November 30, 1995, by GeoSoils, Inc. In accordance with a request from Mr. Bruce W. Steingraber, A.I.A. GeoSoils, Inc. (GSI) has performed a review of the Architectural Plans and· Notes (Sheets A-1 thru A-17), Strnctural Plans and Notes (Sheets S-1 through S-14), Electrical Plans (Sheets E-1 through E-4) and Landscape Documents (Sheets L-1 through L-9) for Lot 52 of the Carlsbad Research Center. The architectural plans, notes and details reviewed were prepared by Progressive Images in Architecture & Planning (undated) and appear to be in general conformance with the recommendations provided by this office and presented in the referenced report, with the following comments and/or additional recommendations. 1) Sheet A-11 indicates ari 8 inch thick concrete slab for the loading dock area while Sheet A-13,. Section C, indicates a 6 inch thick concrete slab section. GSI recommends thatconcrete pavement for the loading dock should be 8 inches thick. It should also be noted on the plans that concrete-type 560-C-3250 shall be used in loading dock pavement construction. Blackmore Rutherford Investments CRC, Lot 52 W.O. 1926-A-SC April 11·, 1996 Page2 The structural plans, notes ahd details reviewed were prepared by R2H Engineering, Inc. (dated March 26, 1996) and appear to be in general conformance with the recommendations provided by this office and presented in the referenced report, with the following comments and/or additional recommendaUons. 1) Foundation Note Number 2, shown on Structural Sheet S-1, implies that the indicated 18 inch foundation embedment is based on an expansion index of 120. While some earth material onsite (boring 8-1 at a depth of 10 feet) was determined to have an expansion index of 120, our: referenced report states that the 18 inch embedment is based on predominantly medium expansive soils being present at, and/or near, final grades. The electrical plans, notes and details reviewed were prepared by Nutter Electrical Design ( dated January 22, 1996) and appear to be in general conformance with the recommendations provided by this office and presented in the referenced report. The Landscape Documents were prepared by Ridge Landscape Architects (undated) and appear to be in general conformance with the recommendations provided by this office and presented in the referenced report, with the following comments and/or additional recommendations. 1) Irrigation lines and trenches should remain above a 1: 1 projection downward and away from building and pavement structures. 2) Backfill for all utility trenches shown on landscape plans should be compacted to 90 percent relative compaction in accordance with ASTM test method D1557 .. 3) Reprocessing of compacted ground for the purpose of adding soil amendments should not be performed below a 2: 1 projection downward and away from the building foundation and within 18 inches from the building foundation. Review of soil additives by a corrosion specialist should be considered. Since our study is based upon the site materials and conditions observed, selective laboratory testing and engineering analysis, the conclusion and recommendations are professional opinions. These opinions have been derived in accordance with current GeoSoils, lne. a1ackmore Rutherford Investments CRC, Lot 52 W.O. 1926-A-SC April 11', 1996 Page3 standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. GeoSoils, Inc. assumes no responsibility for work, testing or recommendation$ performed or provided by others. The opportunity to be of service is greatly appreciated. If you have any questions, please do not hesitate to call our office. Respectfully submitted, GeoSoils, Inc. ~c::l- Robert G. Crisman Project Geologist, CEG 1934 RGC/ATG/cmw Distribution: (2) Addressee (1) Bruce W. Steingraber, A.I.A (1) R2H Engineering, Inc., Mr. Craig D. Rush GeoSoils, Inc. PRELIMINARY GEOTECHNICAL EVALUATION CARLSBAD RESEARCH CENTER, LOT 52 CITY OF CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA FOR THE BLACKMORE COMPANY 12626 HIGH BLUFF DRIVE, SUITE 440 SAN DIEGO, CALIFORNIA 92130 W.O. 1926-SC NOVEMBER 30, 1995 GeoSoi_ls, Inc .. ._. • Geotechnical • Geologic • Environmental 5741 PalmerWay • Carlsbad, California92008 • (619)438-3155 • FAX(619)931-0915 November 30, 1995 W.O. 1926-SC The Blaclcmore Company 12626 High Bluff Drive, Suite 440 San Diego, California 92130 Attention: Subject: Gentlemen: Mr. Allen Blackmore Preliminary Geotechnical Evaluation, Carlsbad Research Center, Lot 52 Carlsbad, California In accordance with your request, GeoSoils, Inc. (GSI) has performed a geotechnical evaluation regarding proposed construction on Lot 52 within the Carlsbad Research Center. The purpose of our study was to evaluate the nature Of earth materials underlying the site and to provide preliminary recommendations for site preparation, earthwork construction, and foundation design/construction, based on our findings. SITE DESCRIPTION The subject site is an irregular shaped lot bounded by Rutherford Road to the northeast, Aston Avenue to the northwest, adjacent developed industrial pads.to the west, east, and south (Figure 1 ). Lot 52 comprises approximately two to three acres. A landscaped slope, approximately 20 to 25 feet in height, descends from the soutl:lern lot boundary to the pad. Minor slopes (3± feet or less in height) occur around the remaining property boundaries, primarily related to existing landscaped areas adjacent to Aston Avenue and Rutherford Road. Lot 52 has previously been graded in 1982. According to an as-graded geotechnical report (San Diego Soils Engineering, 1982), reviewed by this office, the lot consists of a fill pad and fill slope descending to the southern edge of the pad. Fill depths on the order of 6 to 17 feet are indicated within the pad portion of the lot. A temporary desilting basin/storm drain inlet is located toward the northern corner of the site. Existing site surface drainage appears to be directed to this basin primarily by means of sheet flow from south to north. Localized variations in this grade exist. TABLE OF CONTENTS SITE DESCRIPTION FIELD EXPLORATION ................................................. . EARTH MATERIALS .................................................. . Artificial Fill ..................................................... . Bedrock ........................................................ . SUBSURFACE WATER ................................................ . FAUL TING AND REGIONAL SEISMICITY ................................... . LABORATORY TESTING ............................................... . General ........................................................ . DISCUSSION AND CONCLUSIONS ....................................... . General ........................................................ . Earth Materials .................................................... . Existing Fill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Subsurface and Surface Water ....................................... . RE COMMENDATIONS-EARTHWORK CONSTRUCTION ........................ . Grading ........................................................ . General ..................................................... . Site Preparation .............................................. . Removals (unsuitable materials) .................................. . Over Excavation ..................................................... . Fill Placement ............................................... . Earthwork Balance ................................................ . Erosion Control ........ , .......................................... . FOUNDATION RECOMMENDATIONS ..................................... . Recommendations for Concrete "Tilt-up" Structures ........................ . Design ...................................................... · · · · 1 1 2 2 2 3 3 3 4 4 4 4 4 4 5 5 5 6 6 6 6 7 7 7 7 8 8 8 8 Bearing Value . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Lateral Pressure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 O Foundation Settlement -Structural Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Design of Floor Slab . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Retaining Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . 12 General ..................................................... 12 ----~-----· _,., : l ___ _ --.... , '·-.... ' ............ _ NORTH ,/ ,,. APPROXIMATE SCALE 1"=2,400 1 " FROM THOMAS BROS. GUIDE, 1994 EDITION _, -,:5 er \ ! RATf(llltTfl<: SITE LOCATION MAP \ \ / / ,_J ___ - i ,,,---·--·-· ~\ RLSBA~ ~ I! i : i I _, f \ _,-I \ ' 1'·--I 't.'. _ ... ( / i I i DATE _1 __ 1/_9_5 __ ,w.o. Na~I_9_26_-_s_c ____ _ Geotechnical Engineering • Engineering Geology FORM 89/22 FIGURE 1 The Blackmore Company CRC, Lot 52 W.O. 1926-SC November 30, ·1995 PAGE2 Lot 52 Was sheet graded at an approximate grade of 1 percent to 2 percent, resulting in a fall of approximately 5± feet from soujh to north. Other than the storm drain basin previously described, other site improvements include the landscaping of perimeter slopes and related street improvements (i.e., sidewalks, streetlights, etc.). PROPOSED DEVELOPMENT It is our understanding .that the proposed development is to consist of the construction of a 26,000± square feet, concrete tilt-up industrial/commercial building with an interior second floor mezzanine, truck ramp and loading area. The remainder of the lot would be utilized for parking, concrete flatwork, and/or landscape improvements. Typical cut and fill grading techniques are anticipated to construct the building pad to the desired graded configuration. Maximum planned fill depths are anticipated to be on the order of 4 feet, assuming a level building pad is proposed. Proposed onsite cut and/or fill slopes are not anticipated to exceed five feet in height, at gradients of 2:1 (horizontal to vertical) or flatter. Based upon likely finish pad grade elevation(s), a cut/fill transition within the existing fill is anticipated to be created in the central portion of the proposed structure's footprint. FIELD EXPLORATION Subsurface conditions were explored for this study by advancing four hollow-stem auger-borings, ranging in depth from 16 feet to 26 feet, with a truck mounted drill rig. Boring logs are included With this report in Appendix A Field exploration was performed on November 3, 1995, by our project geologist, who logged the bqrings and obtained samples of representative materials for laboratory testing. The approximate locations of the borings are indicated on the enclosed Geotechnical Map (Plate 1 ), which uses a 1 "=20' scale site plan prepared by Smith Consulting Architects, as a base. EARTH MATERIALS Earth materials encountered on the site consist of artificial fill, and sedimentary bedrock previously identified as belonging to the Cretaceous age Point Loma Formation (San Diego Soils Engineering, Inc., 1982). Artificial Fill (map symbol af) Artificial fill encountered onsite consists of a discontinuous surficial layer of dark yellowish brown silty sand, underlain by olive brown and dark brown clay. The surficial sandy fill is typically dry and loose while the clayey fill material is dry and hard within approximately 2 to 3 feet of existing grade. Fill material generally becomes moist and stiff below a depth of 4 feet. Based on a review of our referenced report, and additional subsurface information obtained during this study, existing fill was placed within an east to west trending canyon which previously GeoSoils, lnc. The Blackmore Company CRC, Lot 52 W.O. 1926-SC November 30, 1995 PAGE 3 traversed the central portion of the site. The maximum fill depth encountered during subsurface exploration at the site, along the approximate location of the former canyon axis, was 24 feet. Within the building footprint, existing fill depths· vary from approximately 15 to 24 feet. Bedrock (map symbol Kpl} Bedrock materials belonging to the Point Loma Formation were encountered at depth in all exploratory borings. Where encountered, these materials consist of light yellowish brown to yellowish brown sandstone and light olive brown sandy claystone. Sandstone bedrock is typically damp and dense while claystone is moist and very stiff. While bedding orientations were not observed during this study, undulatory to a gentle southwest regional dip was noted in the area during previous site work performed by others (San Diego Soils Engineering, Inc., 1982), and published geologic maps reviewed (Weber, 1982). Underlying the sedimentary Point Loma Formation in this general area are Jurassic Age Santiago Peak Volcaniclastic rocks. This bedrock unit generally consists of very hard and dense volcanic, metavolcanic and volcaniclastic minor rocks. This rock unit was not encountered within the exploration performed for this study. Based on upon our review of the preliminary report (San Diego Soils Engineering, Inc., 1982) for this development, this hard rock unit should not be encountered during proposed earthwork/construction on Lot 52. SUBSURFACE WATER . . Subsurface water seepage into bqring 8-3 was observed from a zone at a depth of 11 feet to 11.5 feet. Subsurface water was not encountered in any of the other borings completed onsite. The water encountered in boring 8-3 .is believed to be due to the infiltration and accumulation of rainfall and/or irrigation over time and subsequent accumulation within a localized zone defined by contrasting soil permeabilities within the fill. The subsurface water encountered is not anticipated to adversely affect site development, provided that the recommendations contained in this report are incorporated into final design and construction. These observations reflect site conditions at the time of our investigation and do not preclude future changes in local groundwater conditions from excessive irrigation, .precipitation, or that were not obvious, at the time of our investigation. FAULTING AND REGIONAL SEISMICITY No known active or potentially active faults are shown crossing the site on published maps (Jennings, 1994) reviewed. No evidence for active or potentially active faulting was encountered in any of our exploratory borings performed during this evaluation or in referenced reports reviewed for this study. GeoSoils, Inc. .. . ~ _..-... t::::,::, .,. Senta l!ose is'\....,--Sant:, Cruz Is ,2 •. ,20• A" 1 119• 0 50 100 ,,., 0 50 100 150 .... Modified after Friedman and Others, 1976 118' N7° 36' + .,_ __ -r· 35' FAULT MAP +-----,-33' Yu,-: c;.,i, ol CaUf OF SOUTHERN CALIFORNIA DATE .... 1~1.:.-19 __ .5 ____ .• _,W.O. NO 1926-§f Geotechnical • Geologic • Environmental FIGURE 2 FORM 89/22 ' ' The Blackmore Company CRC, Lot 52 W.O. 1926-SC November 30, 1995 PAGE4 There are a number of faults in the southern California area which are considered active and will have an effect on the site in the form of moderate to strong ground shaking, should they be the source of an earthquake. These include, but are not limited to: the San Andreas fault, the San Jacinto fault, the Elsinore fault, the Coronado Bank fault zone and the Rose Canyon -Newport- Inglewood fault zone. The approximate location of these and other major faults relative to the site are indicated on Figure 2. The possibility of ground acceleration, or shaking, at the site may be considered as approximately similar to the southern California region as a whole. The acceleration-attenuation relations of Campbell (1993) have been incorporated into EQFAUL T (Blake, 1995). EQFAUL T is a computer p_rogram used for the deterministic evaluation of horizontal accelerations from digitized California faults. Results of the computer file search and computations are enclosed in Appendix 8. Based upon the acceleration-attenuation relations of Campbell (1993), the largest probable and credible peak horizontal ground accelerations anticipated at the site would be 0.20g and 0.36g assuming maximum probable and credible events of magnitude 6.0 and 7.0, respectively, on the Rose Canyon -Newport-Inglewood fault zone, located as close as 6± miles west of the site. LABO RA TORY TESTING General Laboratory tests were performed pn representative samples of the onsite earth materials encountered in order to evaluate their physical characteristics. The test procedures used and results obtained are presented in Appendix C. DISCUSSION AND CONCLUSIONS General Based on our field exploration, laboratory testing and geotechnical engineering analysis, it is our opinion that the site appears suitable for the proposed development from a geotechnical engineering and geologic viewpoint, provided that the recommendations presented in the following sections are incorporated into the design and construction phases of site development. The primary geotechnical concerns with respect to the proposed development are: • Depth to competent bearing material. • Expansion potential of site soils, • Regional seismic activity. • Settlement potential. GeoSoils, Inc. The Blackmore Company CRC, Lot 52 Earth Materials Existing Fill: W.O. 1926-SC November 30, 1995 PAGE 5 The results of density testing performed on existing compacted fill material are presented at the appropriate depth taken as indicated within the test pit logs in Appendix A. Based on a review of this data and laboratory maximum dry density/optimum moisture content data contained in Appendix C, the following conclusions are provided. Existing compacted .fill materials (map symbol af) within 5 feet of existing pad grade generally do not meet the current industry minimum standard of 90 percent (or greater) relative compaction. At depths below 5 feet, the relative compaction of existing fill is generally at or above the current industry minimum standard of 90 percent. Previous site work performed during rough grading of the lot (San Diego Soils Engineer:ing, Inc., 1982) had indicated that fill onsite was compacted to the minimum industry standards stated above. The current condition of existing fill below pad grade is likely due to one or a combination of the following conditions. 1. Elapsed time (up to approximately 13 years) since rough grading. 2. Expansive nature of existing fill. 3. Periodic drying and wetting of expansive soil near the surface. 4. Selective location of testing., Recommendations for the treatment of existing fills are presented in the earthwork section of this report. Subsurface and Surface Water Subsurface and surface water, as discussed previously, are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Seismic Hazards The following list includes other seismic related hazards that have been considered during our evaluation of the site. The hazards listed are considered negligible and/or completely mitigated as a result of site location, soil cha~acteristics and typical site development procedures: • Surface Fault Rupture • Ground Lurching or Shallow Ground Rupture • Liquefaction GeoSoils, Inc. The Blackmore Company CRC, Lot 52 • Dynamic settlements W.O. 1926-SC November 30, 1995 PAGE 6 It is important to keep in perspective that in the event of a maximum probable or credible earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass, than from those induced by the hazards considered above. This potential would be no greater than that for other existing structures and improvements in the immediate vicinity. The recommendations presented below consider these as well as other aspects of the site. The engineering analyses performed concerning site preparation and the recommendations presented herein, have been completed using the information provided and obtained during our field work. In the event th~t any significant changes are made to· proposed site development, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the recommendations of this report verified or modified in writing by this office. Grading General: RECOMMENDATIONS-EARTHWORK CONSTRUCTION All grading should conform to the guidelines presented in Appendix Chapter A33 of the Uniform Building Code, the requirements of the City of Carlsbad, and the Grading Guidelines presented in this report as Appendix D, except where specifically superseded in the text of this report. Prior to grading GeoSoils, lnc.'s representative should be present at the preconstruction meeting to provide additional grading guidelines, if needed, and review the earthwork schedule. During earthwork construction all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GeoSoils, Inc. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. Site Preparation: Debris, vegetation and other deleterious mater,jal should be removed from the improvement(s) area prior to the start of construction. GeoSoils, Inc. The Blackmore Company CRC, Lot 52 W.O. 1926-SC November 30, 1995 PAGE 7 Following removals, areas approved to receive additional fill should first be scarified and moisture conditioned (at or above the soils optimum moisture content) to a depth of 12 inches and compacted to a minimum 90 percent relative compaction. Removals (unsuitable materials): Due to the relatively loose condition of near surface soils c;1cross the lot, removals should consist of fiff soils within 4 feet of existing grades within the building footprint and parking/driveway areas. Once these materials are removed, they may be used as compacted fill provided the materials are moisture conditioned prior to placement. When removals are completed, the exposed surface should be scarified to a minimum depth of 12 inches, moisture conditioned and recompacted (as discussed above) prior to fill placement. Over Excavation: Proposed grading of the building site will likely create a cut/fill transition in the building pad area where existing fill (i.e., cut areas) is juxtaposed against proposed fill. Areas where the proposed cut is less than 4 feet should be overexcavated to the minimum depth as defined within the removals section presented above. Cut areas greater than 4 feet below existing grade should be cross-ripped to a minimum depth of 12 inches, moisture conditioned as necessary and compacted to a minimum 90 percent relative compaction. Fill Placement: Subsequent to ground preparation, onsite soils may be placed in thin (6± inch) lifts, cleaned of vegetation and debris, brought to a least optimum moisture content, and compacted to achieve a minimum relative compaction of 90 percent. If fill materials are imported to the site, the proposed import fill should be submitted to GeoSoils, Inc., so laboratory testing can be performed to verify that the intended import material is compatible with onsite material. At least 3 business days of lead time should be allowed by builders or contractors for proposed import submittal's. This lead time will allow for particle size analysis, specific gr~vity, relative compaction, expansion testing and blended import/native characteristics as deemed necessary. Earthwork Balance The volume change of excavated materials upon compaction as engineered fill is anticipated to vary with material type and location. However, the overall earthwork shrinkage and bulking may be approximated by using the following parameter: Existing artificial fills . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 percent to 3 percent shrinkage GeoSoils, Inc. The Blackmore Company CRC, Lot 52 W.O. 1926-SC November 30, 1995 PAGES It should be noted that the above factors are estimates only, based on preliminary data obtained. Final earthwork bahance factors may vary. Erosion Control Onsite soils and bedrock materials have a moderate erosion potential. Use of hay bales, silt fences, and/or sandbags should be considered, as appropriate. Temporary grades should be constructed to drain at 1-2 percent to a suitable temporary or permanent outlet. Evaluation of cuts during grading will be necessary in order to identify any areas of loose or non-cohesive materials. Should any significant zones be encountered during earthwork construction remedial grading may be recommended; however no remedial measures are anticipated at this time. FOUNDATION RECOMMENDATIONS Recommendations for Concrete "Tilt-up" Structures For preliminary planning purposes, the following is presented. It is our understanding that the structure will be erected utilizing a tilt-up and steel frame method of construction. We assume that column loads are not anticipated to exceed 50 kips for dead plus live loading conditions while wall loads are not expected to exceed 3 kips per lineal foot. The engineering analysis performed concerning the foundation system and the recommendations offered below, have been prepared using these anticipated loa,ds and assuming the recommended earthwork is performed. In the event that the information concerning the proposed development is not correct, or any changes in the design, location or loading conditions of the proposed structure are made, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. The information ahd recommendations presented in this section are not meant to supersede design by the project structural engineer. Design Our review, field work, and laboratory testing indicates that onsite soils are medium to high in expansion potential. Preliminary recommendations for foundation design and construction are presented below. Final foundation recommendations should be provided at the conclusion of grading based on laboratory testing of fill materials exposed at finnish grade. Bearing Value: 1. An allowable vertical bearing value of2000 pounds per square foot (psf) should be used for design of continuous footings a minimum 15 inches wide and 18 inches deep and for GeoSoils, Inc. The Blackmore Company CRC, Lot 52 W.O. 1926-SC November 30, 1995 PAGE 9 design of square footings 24 inches wide and 24 inches deep, bearing in properly compacted fill material. This value may be increased by 200 pounds per square foot for each additional 12 inches in depth (no increase is allowed for footing width) to a maximum value of 2500 pounds per square foot. The above values may be increased by one-third when considering short duration seismic or wind loads. Exterior square footings should be tied with a grade beam or tie beam as described in the "construction" section of this report, to the main foundation. 2. All footings should be embedded a minimum 18 inches into properly compacted fill or bedr.ock. 3. All continuous footings should b~ minimally reinforced with 4 No. 5 rebars, 2 top and 2 bottom .. 4. Interior columns should be supported on isolated column footings or integrated footing and grade beam systems. Column loads should not be supported directly by slabs. 5. The interior mezzanine should not be supported directly upon the slab surface. It is recommended that the interior mezzanine is supported by either isolated interior footings or strip footings. 6. The upper 6 inches of footing embedment should be neglected if not confined by slabs or pavement. Lateral Pressure: 1. Passive earth pressure of compacted fill may be computed as an equivalent fluid having a density of 225 pounds per cubic foot per foot of depth, to a maximum earth pressure of 2000 pounds per square foot. 2. An allowable coefficient of friction between properly compacted fill soil and concrete of 0.35 may be used with the dead load forces. 3. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 4. All footings should maintain a minimum 7 foot horizontal setback from the base of the footing to any descending slope. This distance is measured from the footing face at the bearing elevation. 5. A factor of safety of 1.5 was incorporated into the value of passive earth pressure and the coefficient of friction. 6. The upper 6 inches of passive pressure should be neglected if not confined by slabs or pavement. GeoSoils, Inc. The Blackmore Company CRC, Lot 52 Construction: W.O. 1926-SC November 30, 1995 PAGE10 All footings should be embedded a minimum 18 inches into properly compacted fill. Foundation footings should be minimally reinforced with four No. 5 bars, two top and two bottom (in the cross-sections). Footings should be: a) tied with a grade beam or tie beams or b) have continuous footings across large openings, (i.e., garages or entrances). All exterior isolated footings should be tied in at least two perpendicular directions by grade beams or tie beams to reduce the potential for lateral drift or differential distortion. The base of the grade beams should enter the adjoining footings at the same depth as the footings (i.e., in profile view). The grade beam steel should be continuous at the footing connection. Grade beams and footings should be minimally reinforced and sized per the structural engineers recommendations. When reviewing the interior building footings, the structural engineer should consider utilizing grade beams to control lateral drift of isolated column footings, if the combination of friction and passive earth pressure will not be sufficient to resist lateral forces. Prior to placing steel or concrete the footing and grade beam excavations should be well moistened. Foundation Settlement -Structural Loads: Provided that the recommendations contained in this report are incorporated into final design and construction phase of development, a majority (50 percent or more) of the anticipated foundation settlement is expected to occur during construction. Maximum settlement is not expected to exceed approximately 3/4 inch and should occur below the heaviest loaded columns. Differential settlement is not expected to exceed approximately 1/4 inch between similar elements, in a 20 foot span. Settlement evaluations should be additionally reviewed by this office when the foundation geometry and building loads are known. Settlement of Fill: The existing fill is anticipated to vary in thickness from approximately 15 to 24 feet within the "footprint" of the building. This fill was placed to its present configuration during mass grading of the Carlsbad Research Center in 1982. Primary settlement my be considered substantially (on the order of 90 percent) completed since the fill has reached its maximum height/depth approximately 13 years ago. However, the fill may continue to settle, _due in part, to secondary compression, new building loads and ·continued landscape irrigation at the surface. The evaluation performed has estimated a long term settlement of 1.5 inches to 1.75 inches and a differential settlement of 0.75 inch to 1 inch within the limits of the proposed building. This would suggest angular distortions ·of 11720 fqr the portions of the building spanning the cross- sectional areas (approximate lateral distance· of 60 feet) with the greatest anticipated differential fill thickness. GeoSoils, Ine. ' -1 The Blackmore Company CRC, Lot 52 Design of Floor Slab: W.O. 1926-SC November 30, 1995 PAGE 11 Concrete slab on grade construction is anticipated. The following criteria are considered minimum design parameters for the slab and they are in no way intended to supersede design by the structural engineer. They do not account for concentrated loads from storage racks, fork lifts or other machinery. The sl.abs in areas which will receive relatively light loads (office space, lunch area, etc.) should be a minimum of 5 inches thick and be minimally reinforced with No. 3 reinforcing bars on 18 incryes centers both ways or equivalent reinforcement. Reinforcing should be properly supported by chairs or blqcks to ensure placement near the vertical midpoint of the slab. "Hooking" of reinforcement is not a recommended method of positioning of steel. In areas where moisture condensation is undesirable, (e.g., areas to have floor coverings, office space, machinery, etc.) a minimum 10 mil plastic membrane should be placed, with all laps sealed. The membrane should be placed in the center of a four inch minimum sand layer. These areas should be separate from areas not similarly protected. This separation should be provided with a concrete cutoff wall extending at least 12 inches into the subgrade soil. Subgrade soils should be at or above (100 percent to 110 percent) the soils optimum moisture content to a depth of 18 inches prior to pouring concrete. Presaturation should be verified by this office within 48 hours of pouring concrete. To protect presaturation surfaces from drying the placement of a plastic membrane could be applied to the ground surface. The project structural engineer should also review the design of slabs in warehouse or other areas subject to higher loads. Modulus of subgrade reaction (k) may be used in the design of the floor slab supporting heavy truck traffic, fork lifts, machine foundations or heavy storage areas (in excess of 100 pounds per square foot, psf). Based on an R-value of 25, approximated for site soils, and the interrelationships published by the Portland Cement Association for "R"- Value (resistance value) vs Modulus of Subgrade Reaction, an approximate k-value (modulus of subgrade reaction) of 75 pounds per square inch per inch (pci) was estimated. The subgrade should be compacted to a minimum 90 percent of the laboratory maximum density at or above optimum moisture content. Based on our experience in this area, a loaded hard tire forklift or warehouse storage aisl~ frames may impose the controlling load conditions for industrial slabs within a warehouse. If the interior slab is to support either ovens or freezers, additional recommendations should be provided. The project structural engineer should consider the use of transverse and longitudinal control joints to help control slab cracking due to concrete shrinkage or expansion. Two of the best ;,_ ways to control this movement are: 1) add a sufficient amount of reinforcing steel to increase the tensile strength of the slab; and 2) provide an adequate amount of control and/or expansion joints of accommodate anticipated concrete shrinkage and expansion. Shrinkage cracks could become excessive if proper finishing and curing practices are not followed. Finishing and curing practices should be performed per the Portland Cement GeoSoils, l nc. ,_ I L . The Blackmore Company CRC, Lot 52 W.O. 1926-SC November 30, 1995 PAGE12 Association Guidelines. Mix design should incorporate rate of curing for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. Sulfate and corrosion testing were not included in the scope of this report, but could be provided on request. Retaining Walls General: The equivalent fluid pressure parameters provided assume that low expansive granular backfill is utilized behind the proposed walls. The low expansive granular backfill, should be provided behind the wall at a 1 : 1 (h:v) projection from the heal of the foundation system. Low expansive fill is Class 3 aggregate baserock or Class 2 permeable rock. Wall backfilling should be performed with lightly loaded equipment within the same 1 :1 projection (i.e., hand tampers, walk behind compactors). Foundation systems for any proposed retaining walls should be designed in accordance with the recommendations presented in the Foundation Design section of this report. Building walls, below grade, should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. All walls should be properly designed in accordance with the recommendations presented below. If highly expansive soils are used to backfill the proposed walls, increased active and at-rest earth pressures will need to be ·utilized for retaining wall design. These have been provided for the onsite soils under both restrained and cantilever walls. Some movement of the walls constructed should be anticipated as soil strength parameters are mobilized. This movement could cause some cracking depending upon the materials used to construct the wall. To mitigate this effect, the use of vertical crack control joints and expansion joints, spaced at 20 feet or less along the walls should be employed. Vertical expansion control joints should be infilled with a flexible grout. Wall footings should be keyed or doweled across vertical expansion joints. Restrained Walls: Loading Dock Wall It is recommended that loading dock walls be designed for restrained conditions (indicated below), where adjacent to the proposed site building. Loading dock walls should be designed to resist lateral earth pressure and any additional lateral pressures caused by surcharge loads on the anticipated adjoining slab surface. Approximately 1/3 to 1/2 of surcharge loads on the truck loading dock slab may be added as a 1.mjform load in the back of the loading dock wall. However, the structural engineer or civil engineering specializing in structural design should be responsible for the evaluation of the type of wall connection and the condition of the wall (restrained or cantilever). GeoSoils, Inc. .· .. ,. The Blackmore Company CRC, Lot 52 Other Walls W.O. 1926-SC November 30, 1995 PAGE13 Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressures (EFP) of 65 pcf, plus any applicable surcharge loading. This restrained-wall, earth pressure value is for select backfill material only. For walls that are restrained and backfilled with native expansive soils, an EFP of 75 pcf, plus applicable surcharge loads should be used. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the corner. Building walls below grade or greater than 2 feet in height should be water-proofed or damp-proofed, depending on the degr~e of moisture protection desired. The wall should be drained as indicated in the following section. A seismic increment of 1 OH (uniform pressure) should be considered on walls for level backfill and 20H for sloping backfill of 2: 1. Where H is defined as the height of retained material behind the wall may be used. Cantilevered Walls: These recommendations are for cantilevered retaining walls up to 1 O feet high. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An empirical equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are provided for specific slope g~adients of the retained material. Thes~ do not include other superimposed loading conditions such as traffic, structures, seismic events or adverse geologic conditions. For cantilever retaining walls greater than 4 feet .in heigh( a seismic increment of 1 OH (uniform pressure) for le~el backfill and 2QH for backfill .sloped at 2:1 behind the walls should be considered. If traffic is within a distance H behind any wall or a 1: 1 projection from the heel of the wall foundation a pressure of 100 psf per foot in the upper 5 feet should be used. Structural loads from adjacent properties and their influence on site walls should be reviewed by the structural engineer, if within a 1 : 1 projection behind any site wall. ·1·•·-:·Ju1t· .. J:T~,~-~--: .• •L:.~;~_·c .·····.·•1~~.1-· ~~:1-,)1~ Level 35 50 2 to 1 55 65 *To be increased by traffic structural surcharge and seismic loading as needed. GeoSoils, Inc. The Blackmore Company CRC, Lot 52 Wall Backfill and Drainage: W.O. 1926-SC November 30, 1995 PAGE 14 All retaining walls should be provided with an adequate backdrain and outlet system (a minimum 2 outlets per wall), to prevent buildup of hydrostatic pressures and be designed in accordance with minimum standards presented herein. Drain pipe should consist of 4 inch diameter perforated schedule 40 pvc pipe embedded in gravel. Gravel used in the backdrain systems should be a minimum of 2 cubic feet per lineal foot of 3/8 to 1 1 /2 inch clean crushed rock wrapped in filter fabric (Mirafi 140 or equivalent) and 12 inches thick behind the wall. The surface of the backfill should be sealed by pavement or the top 18 inches compacted to 90 percent relative compaction with native soil. Proper surface drainage should also be provided. Weeping of the walls in lieu of a backdrain is not recommended. A paved drainage channel (v-ditch or substitute), either concrete or asphaltic concrete behind the top of the walls with sloping backfill should be considered to reduce the potential for surface water penetration. For level backfill, the grade should be sloped such that drainage is toward a suitable outlet at 1-2 percent. PRELIMINARY PAVEMENT DESIGN Pavement. sections presented are based on an estimated R-value (to be verified by specific "R" value testing at the ~nd of grading) derived from available data on similar soils in the vicinity, the anticipated design classification, based on information provided by the client, and the minimum requiremerits of the City of Carlsbad. For planning purposes, pavement sections consisting of asphaltic concrete over base and fµII depth Portland cement concrete pavement (PCCP) are provided. Anticipated asphaltic concrete and portland cement concrete pavement sections are presented in the following tables: Parking Stalls Prive Areas Traffic Areas Traffic Areas 4.5 5.0 6.0 ASPHALTIC CONCRETE PAVEMENT 25 25 25 <1>oenotes standard Caltrans Class 2 aggregate base (R :.!:: 78, SE :.!::22). <2>city of Carlsbad minimum AC thickness. 4 4 4 4 4 7.5 <3>-r1 values have been assumed for planning purposes herein· and should be confirmed by the design team during future plan development. GeoSoils, Inc. l - The Blackmore Company CRC, Lot 52 Parking Stalls Traffic Areas 200 200 CONCRETE PAVEMENT 25 light 25 medium/heavy (1>concrete shall be 560-C-3250 minimum. 7.0 8.0 W.O. 1926-SC November 30, 1995 PAGE15 3 <2lADTT values have been assumed for planning purposes herein and should be . _ confirmed by the design team during future plan development. <3>The estimated R-Value is for planning purposes only, and should be verified with testing prior to the construction of the pavement section. <4lFor truck lanes and ramps, a 3 inch minimum layer of Class 2 aggregate base should be provided beneath the concrete paving. In order to improve performance of concrete pavement in parking areas, the 3 inch base layer should also be considered in these areas. Transition thickness details will be needed between traffic areas and parking lanes. Design of truck loading docks should utilize guidelines provided for truck lanes and ramps with special detailing for edges and jointing. Detailing of PCCP should be performed by the Civil Designer and should include load transfer joints and crack control joints for truck traffic areas. · If requested, GSI will aid the civil designer with the minimum expansi~n and crack control joint spacings. Trash enclosures areas should be designed per the minimum standards of the City of Carlsbad. Subgrade and Base Preparation The upper twelve inches of subgrade should be scarified, moisture conditioned to near optimum moisture, and compacted to at least 95 percent of the maximum dry density. Class 2 aggregate base should be compacted to at least 95 percent of its maximum dry density. If adverse conditions (i.e., saturated ground, etc.) are encountered during preparation of the subgrade materials, special construction methods may need to be employed. Subgrade soils should be near the soils optimum moisture content prior to placing pavement. Pavement Construction and Maintenance The recommended pavement sections are meant as minimums, if thinner or highly variable pavement sections are constructed, increased maintenance and repair may be needed. Positive site drainage should be maintained at all times. Water should not be allowed to pond or seep GeoSoils, Inc. The Blackmore Company CRC, Lot 52 W. 0. 1926-SC November 30, 1995 PAGE16 into the ground. If planters or landscaping are adjacent to paved areas, measures should be taken to minimize the potential for water to enter the pavement section. If the ADT (average daily traffic),'" ADTT (average daily truck traffic), or Tl (traffic index) increases beyond that intended, increased maintenance and repair could be required for the pavement sections. CONCRETE FLA TWORK As is commonly-known, expansive soils are problematic with respect to the design, construction and long term performance of concrete curbs, sidewalks, driveways and flatwork, as well as, other areas. Due to the nature of concrete flatwork, it is essentially impossible to eliminate totally the effects of soil expansion. Typical measures to mitigate soil expansion for structures include; low expansive soil caps, deepened foundation system, thickened edge work and increased structural design. As these remedial methods are generally not cost effective, they are very seldom utilized for flatwork, because it may be less costly to simply replace any damaged or distressed sections than to "structurally" design them. Alternatives to concrete may in.elude paving stones and asphalt. Even if "structural" design parameters are applied to flatwork construction, there would still be relative movements between adjoining types of structures and other improvements (e.g. curb and sidewalks, patio and structural). This is particularly true as the level of care during construction of flatwork is often not as meticulous as that for structures. Unfortunately, it is a fairly common practice for flatwork to be poured on subgrade soils which have been allowed to dry below optimum moisture contents. since si~e grading. Generally, shortly after flatwork construction is completed, landscape irrigation begins, utility lines are pressurized, and drainage systems are utilized; presenting the potential for water to re-enter the "dry" subgrade soils, causing the soil to expand. Considering relatively uniform subgrade soil conditions, the greatest potential for visible offset is at the juncture of differing elements, such as the driveway, sidewalk and curb, and where soil moisture contents are allowed to fluctuate. We do not recommend use of a permeable, subbase below a concrete slab placed on expansive soil conditions. It is our opinion that this type of material (subbase) permits greater changes in the subgrade moisture content and therefore increases the potential for the subgrade material to undergo repeated events of heaving and shrinkage. There are numerous items that could have an influence on the performance of concrete flatwork. In some cases, adverse conditions can be attributed to a single source/mechanism; however, often two or more processes combine to produce measured movements. Soils within the subject site area are medium expansive in nature. It appears that expansion of the soils represent the · most significant potential mechanism-which· could adversely impact constructed flatwork. Some factors that also represent a potential influence on flatwork performance are discussed in the following sections and their effects should be considered during construction. GeoSoils, Inc. ·: '.-· -~· .. I • . ' The Blackmore Company CRC, Lot 52 W.O. 1926-SC November 30, 1995 PAGE 17 • Nature of Flatwork construction • Drainage and landscape irrigation .. Adjacent excavation(s) • Landscape construction Recommendations for concrete flatwork construction were developed in an attempt to mitigate a majority of the potential uplift, lateral movement and/or distress that mJght occur, due primarily to soil expansion. The intent of these recommendations are to decrease the potential for flatwork repair and replacement; but realistically that potential cannot be totally eliminated. Additionally, more stringent recommendations (beyond those provided) could be developed to further minimize the need for repair or replacement. Flatwork Construction The following minimum criteria should be incorporated into construction designs. 1. Sidewalks and exterior slabs should be constructed with a four (4) inch thick concrete slab and reinforced with welded wire mesh (6x6, w2.9 x w2.9) supported near the vertical midpoint of the slab. Hooking of the reinforcement is not considered an acceptable method of positioning the steel. This thickness design was determined based upon experience with the onsite soils and the presence of expansive soil at grade. The primary purpose of the wire mesh is to minimize vertical separation along cracks and expansion joints. 2. If "shade" sand, in any of th~ utility trenches, is exposed below the flatwork at least 12 inches of the sand should be removed and replaced with compacted fill soils (if possible). This should further minimize the potential for water to enter the subgrade soils. Consideration should be given to the geometry of the trench relative to the flatwork and the width of the trench used. 3. 4. Presaturate the subgrade soils to a depth of 18 inches at 100 to 11 O percent of optimum a minimum of at least 48 hours prior to pouring concrete. Soil presaturation should be verified by a representative of this office. The subgrade should not be excessively wet or muddy when concrete is poured. Prior to pouring concrete all loose or otherwise deleterious materials should be removed. The subgrade soils should be reasonably compact. Observation, probing, and testing, if deemed necessary, may be required to verify adequate results. 5. Concrete cutoff walls may be constructed adjacent to any landscaped areas. Where concrete flatwork is contiguous, there is no need to construct cutoff wall(s). 6: The concrete should have a 28 day minimum-strerrgth· ot2500 psi (i.e., 520-C-2500). GeoSoils, Inc. The Blackmore Company CRC, Lot 52 W.O. 1926-SC November 30, 1995 PAGE18 7. The use of transverse and longitudinal control joints should be considered to help control slab cracking due to concrete shrinkage or expansion. Two of the best ways to control this movement is; 1) add a sufficient amount of reinforcing ' steel, increasing tensile strength of the slab, -and/or 2) provide i;in adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. We would suggest that the maximum control joint spacing be placed on 5 to 8 foot centers or the smallest dimension of the slab, whichever is least. 8. No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design _strength. 9. Positive site drainage should be maintained at all times. Adjacent landscaping should be graded to drain into the street, parking area, or other approved area. All surface water should be appropriately directed to areas designed for site drainage. 10. In areas directly adjacent to a continuous source of moisture (i.e. irrigation, planters, etc.), all joints should be sealed with flexible mastic. DEVELOPMENT CRITERIA Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil and slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amou'nt of irrigation necessary to sustain plant life should be provided for planted slopes. Overwatering should be avoided. Graded slopes constr1,;1cted within and utilizing onsite materials would be erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Plants selected for landscaping should be light weight, deep rooted types which require little water and are capable of surviving the prevailing climate. Compaction to the face of fill slopes would tend to minimize short term erosion until vegetation is established. It order to minimize erosion on a slope face, an erosion control fabric (i.e. jute matting) should be considered. -, From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils area processed for the purpose of adding amendments they should be recompacted to 90 percent relative compaction. Additional Grading This office should be notified in advance of any additional fill placement, regrading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench and retaining wall backfills. GeoSoils, Inc. The Blackmore Company CRC, Lot 52 Footing Trench Excavation W.O. 1926-SC November 30, 1995 PAGE19 All footing trench excavations for structures and walls should be observed and approved by a representative of this office prior to placing reinforcement. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent if not removed from the site. Trenching All excavations should be observed by one of our representatives and conform to CAL-OSHA and local safety codes. Drainage Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. ·water should be directed away from foundations and not allowed to pond and/or seep into the ground. Pad drainage should be directed toward the street or other approved area. Roof gutters and down spouts should be considered to control roof drainage. Down spouts should outlet a minimum of five feet from the proposed structure or into a subsurface drainage system. We would recommend that any proposed open bottom planters adjacent to proposed structur~s be eliminated for a minimum distance of 10 feet. As an alternative, closed bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. Adequate provisions should be made for drainage of proposed truck loading dock area(s). This should consider both surface drainage as well as retaining wall/foundation systems. Gravity drainage is recommended however a sump with pump(s) may be necessary. Utility Trench Backfill 1. All utility trench backfill in structural areas, slopes, and beneath hardscape features should be brought to near optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. Flooding/jetting is not recommended for the site soil materials. Jetting of trenches should not be performed on this project. 2. Sand backfill, unless trench excavation material, should not be allowed in exterior trenches adjacent to and within an area extending below a 1 : 1 plane projected from the outside bottom edge of the footing. 3: All trench excavations should minimally conform to CAL-OSHA and local safety codes. 4. Soils generated from utility trench excavations to be used onsite should be compacted to 90 percent minimum -relative compaction. This material must not alter positive GeoSoils, Inc. The Blackmore Company CRC, Lot 52 W.O. 1926-SC November 30, 1995 PAGE 20 5. drainage patterns that direct drainage away from the structural area and towards the street. The use of pipe jacking for the placement of utilities is not recommended on this site. PLAN REVIEW Final site development and foundation plans should be submitted to this office for review and comment, as the plans become available, for the purpose of minimizing any misunderstandings between the plans and recommendations presented herein. In addition, foundation excavations and any additional earthwork construction performed on the site should be observed and tested by this office. If conditions are found to differ substantially from those stated, appropriate recommendations would be offered at that time. LIMITATIONS The materials encountered on the project site and utilized in our laboratory study are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. site conditions may vary due to seasonal changes or other factors. GeoSoils, Inc. assumes no responsibility or liability for work, testing or recorrimendations ·performed or provided by others. Since our study is based upon the site materials observed, selective laboratory testing and engineering analysis, the conclusion and recommendations are professional opinions. Thes~ opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. GeoSoils, lne. The Blackmore Company CRC, Lot 52 W.O. 1926-SC November 30, 1995 PAGE 21 The opportunity to be of service is greatly appreciated. If you have any questions concerning this report or if we may be of further assistance, please do not hesitate to contact any of the undersigned. Respectfully submitted, GeoSoils, Inc. /<~ Robert G. Crisman, CEG 1934 Project Geologist ~.tf?--J~ ~P. Fran~n, CEG 1340 Principal Geologist RGC/JPF/ARK/cmw Enclosure: Reference List Appendix A, Log of Borings Appendix 8, EQFAUL T Appendix C, Laboratory Test Results Appendix D, Gradin~ Guidelines Plate 1, Geotechnical Map Distribution: (2) Addressee ~~ Albert R. Kleist Civil Engineer, RCE 16351 Geotechnical Engineer, GE 476 (1) Bilbro & Giffin, Attn: Mr. Rob Bilbro (1) Progressive Images, Attn: Mr. Bruce W. Steingraber (1) R2H, Structural Engineer GeoSoilJ, Inc. .': . .: APPENDIX A . •: ,.,. +-... ..., .t:.. +-a. Q) 0 5 . 10 15 20 25 BORING LOG GeoSoils,. Inc. w.o. ___ 1 _s2_e_-_sc __ PROJECT: THE BLACKMORE COMPANY CARLSBAD RESEARCH CENTER, LOT 52 BORING B-1 SHEET_1_OF 1 DA TE EXCAVATED _____ 1_1_;-3;_-9_5:.__ __ _ Sample +-:I +-~"' ... I "O " c"" IJl QJ IJl 0 ::) u :,(. ·-.0 3 (I) .0 Q, -"O L 0 UE :UV :, C :, (I) :n L aJ ::) +-aJ ::) (I) 0 SM 43 CL 99.9 41 CL 105.5 49 CL 114.6 44 CL 110.8 70 106.1 ·QJ L,.,. .; ~ UJ..., ·-0 :c 22.9 17.6 16.1 17.5 20.9 m Standard Penetration Test ~ Undisturbed, Ring Sample SAMPLE METHOD: __ H_O_L_LO_W_S_T_E_M_A_U_G_E_R __ 1\1 Water Seepage into hole Description of Material -~-ARTIFICIAL FILL: Silty SAND, with clay, yellowish brown, dry, :~: loose. @2' Clay, olive brown, moist, stiff. @4' Sandy CLAY, olive brown, moist, stiff. @17' Occasional interlayers of CLAY, very dark grayish brown, moist, stiff, weak organic odor. @20' CLAY, olive brown, moist, stiff. @24' BEDROCK (POINT LOMA FORMATION): Clayey SANDSTONE, yellowish brown, damp, dense. Total depth= 26 feet No groundwater Backfilled 11-3-95 CARLSBAD RESEARCH CENTER, LOT 52 GeoSoils, Inc. PLATE B-1 ,.. +-... V J:. +-0. a) Cl 5 10 15 20 25 BORING LOG GeoSoils, Inc. W.O. 1926-SC PROJECT: THE BLACKMORE .COMPANY CARLSBAD RESEARCH CENTER, LOT 52 BORING B-2 SHEET_1_0F 1 ~ -::, llJ DATE EXCAVATED _____ 1_1_-3_-9_5 ___ _ Sample SAMPLE METHODHOLLOW STEM AUGER/CAL SAMPLE I "O UI a, ·-.D :0 L. C::, :::> +- +-::i: +-+-... ,.. ' -c"" UI 0 :::> 0 3 Cl.I .D 0. 0 u e :Jl'V -Cl.I:» L. llJ :::> Cl.I Cl SM 41 CL 99.6 a, L. ,.. ;x UI V ·- m Standard Penetration Test ~ Undisturbed, Ring Sample ~ Water Seepage into hole ~ Description of Material .":"". ARTIFICIAL FILL: Silty SAND, dark yellowish brown, dry, loose. -~- : :::;:: @ 1 ' As per O', moist, medium. 22. 7 @2' CLAY, olive brown, moist, stiff, occasional thin interlayers of dark yellowish brown sandy CLAY, moist, stiff. 44 CL 104.3 22.3 43 CL 106.1 19.0 @15.5' BEDROCK (POINT LOMA FORMATION): SANDSTONE, f---+---+---1----1-------!------l====h light yellow brown, damp/ dense. Total depth= 16.5 feet No groundwater -Backfilled 11-3-95 CARLSBAD RESEARCH CENTER, LOT 52 GeoSoils, Inc. PLATE B-2 ..... + ... ..c + Q. GI C 5 10 15 20 25 BORING LOG GeoSoils, Inc. w. o. ___ 1_s2_6_-_sc __ PROJECT: THE BLACKMORE COMPANY CARLSBAD RESEARCH CENTER, LOT 52 BORING B-3 SHEET_1_OF 1 DATE EXCAVATED _____ 1_1-_3_-9_5 ___ _ Sample SAMPLE METHODHOLLOW STEM AUGER/CAL SAMPLE + m Standard Penetration Test :I ~ Water Seepage into hole + + GI ... ..... t. ..... I "C ' -'i: ... .; ~ .~ Undisturbed, Ring Sample Ul GI Ul 0 ::, 0 :,t. ·-.C 3 Cl) .c Q. Ul '-' -"C t. 0 CJ e :l) '-' ·-:, C :, -Cl) :l) t. 0 Description of Material al ::,+ al ::, Cl) C I: SM @0' ARTIFICIAL FILL: Silty SAND, dark yellowish brown, dry loose. 40 CL 100.9 22.5 @1' As@er O', damp, medium dense. M =SM 2' CLAY, olive brown, moist, stiff. 31 CL 108.9 14.7 NO @11 '-11.5' Minor seepage into hole. @13' As per 2', very stiff. ...\--.Ju=::.--~-~--~---=~ BEDROCK (POINT LOMA FORMATION): SANDSTONE, yellowish brown, damp, dense. Total depth = 1 6 feet Minor seepage at 11 to 11.5 feet Backfilled 11-3-95 CARLSBAD RESEARCH CENTER, LOT 52 GeoSoils, Inc. PLATE B-3 , .. '·· r.: ;_.·. , . .. ;· .. '. +-"" ...., .J: +-Q. a, 0 5 10 15 20 25 BORING LOG GeoSoils, Inc. W.O. ___ 1..:....92_6:...·S_C __ PROJECT: THE BLACKMORE COMPANY CARLSBAD RESEARCH CENTER, LOT 52 BORING B-4 SHEET_1_OF 1 DATE EXCAVATED _____ 1_1_-3_-9_5 ___ _ :,t. -:, lO Sample I 1J en a, ·-.0 1J t. C :, :J +- +-"" ' -en 0 ::3 Cl) .0 0 ue Cl) JI· lO :J Cl) +-:I +-" ·c"" :J 0 Q. JI..., t. 0 0 :c 36 CL 100.9 24.0 44 CL 109.5 16.9 42 CL 106.0 21.6 53 CL 105.4 19.4 50/2' NO ECOVER SAMPLE METHODHOLLOW STEM AUGER/CAL SAMPLE m Standard Penetration Test ~ Undisturbed, Ring Sample f\j Water Seepage into hole Description of Material ARTIFICIAL FILL: CLAY, light olive brown, dry to damp, hard. @1.5' CLAY, olive brown, moist, stiff. @17' CLAY, dark brown, moist, stiff trace scattered organic debris (stems/twigs) throughout. @23' BEDROCK {POINT LOMA FORMATION}: Sandy CLAYSTONE, light olive brown, moist/damp, very stiff. Total depth= 26 feet No groundwater Backfilled CARLSBAD RESEARCH CENTER, LOT 52 GeoSoils, Inc. PLATE B-4 APPENDIX 8 DATE: NOVEMBER 22, 1995 *******~***************************** * * '* E Q FAULT * * * * Ver. 2.01 * * * * * ************************************* ( Estim-.stio-n of Peak Horizontal Acceler-ation From Digitized California Faults) SEARCH PERFORMED FOR: Blackmore JOB NUMBER: 1926-SC JOB NAME: Blackmore SITE COORDINATES: LATrTUDE: 33.135 N LONGITUDE: 117.284 W SEARCH RADIUS: 100 mi ATTENUATION RELATION: 1) :Campbell (1993) Horiz. -O=Soil l=Rock UNCERTAINTY (M=Mean, S=Mean+l-Sigma): M SCOND: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: CALIFLT.DAT SOURCE OF DEPTH VALUES (A=Attenuation File, F=Fault Data File): A DETERMINISTIC SITE PARAMETERS Page 1 ----------------------------------------------------------------------------- :MAX. CREDIBLE EVENT: :MAX. PROBABLE EVENT APPROX. :-------------------I ABBREVIATED FAULT NAME BLUE CUT DISTANCE mi (km) : MAX.: PEAK : SITE :cRED.: SITE :INTENS : MAG.lACC. g: MM _________ 1 _____ 1 ______ 1 _____ _ I I I 80 c12e): 7.oo: 0.014: IV --------------------------_________ 1 _____ 1 ______ 1 _____ _ I I I I BORREGO MTN. (San Jacinto): 64 (103)l 6.50: 0.01s: IV : MAX.: PEAK : SITE :PROB.: SITE :INTENS : MAG.:ACC. g: MM _____ , ______ , _____ _ I I : 6 .00: 0 .006: II _____ 1 ______ 1 _____ _ I I I : 5 • 75: 0. 008: III __________________________ 1 ________ 1 _____ 1 ______ 1 ______ 1 _____ 1 ______ 1 _____ _ I I I I I I I CAMP ROCK-EMER.-COPPER MTN: 95 (152): 7.00 1 0.010: III : : 5.75: 0.003: I __________________________ 1 _________ 1 ___________ 1 ______ 11 _____ 1 ______ 1 _____ _ I I I I I I I CASA LOMA-CLARK (S.Jacin.)I 46 ( 75)l 7.00 0.037: V : : 6.7s: 0.031: V ------------------------:--------:-----______ , ______ , 1 _____ 1 ______ , _____ _ I I I I I ,CATALINA ESCARPMENT : 38 ( 62)l 7.00 o. o5o: \JI : 6. 2s: o. 02s: v :--------------------------:---------:-----______ 1 ______ 11 _____ , ______ 1 _____ _ I I I I I : CHINO : 48 ( 77) l 7. 00 0.046: vr 1 : s.so: 0.01s: IV :-------------------------:---------:--~--______ 1 _____ _ I , _____ , ______ 1 _____ _ I I I :coYOTE CREEK (San Jacinto): 49 { 79): 7.00 0.034: V : 5.75: 0.013: III :--------------------------:--------:-----______ , _____ _ I , _____ , ______ 1 _____ _ I I I :cuCAMONGA : 72 (116): 7.00 0.023: IV : 6.2s: 0.012: III :--------------------------:---------:-----______ 1 _____ _ I 1 _____ 1 ______ , _____ _ I [ I I :ELSINORE : 23 ( 37): 7.50 0.140: VIII : 6.7s: 0.083: VII 1· ----------------________ 1 _________ 1 ____ _ ______ I ______ I i _____ I ______ I _____ _ I I ! I I ! :ELYSIAN PARK SEISMIC ZONE : 79 (127): 7.00 0.019: r1.1 1 ' 5.7s: 0.007: II -------------------------:---------:-----,------:------; :-----:------:------ :GLN.HELEN-LYTLE CR-CLREMN~: 50 ( 80)1 7.oo: 0.033: V : 6.so: 0.023: IV :------------------------:---·---------:------:------: :-----:------:------. :HELENDALE : 84 (135) 7.30: 0.016: IV : 5.75: 0.005: II :-------------------------:-: ------ :HOMESTEAD VALLEY l 94 (151) :--------·-----------------:--------- lHOT S-BUCK RDG.(S.Jacinto): 50 ( 80) _____ , ______ 1 _____ _ I I 7.so: 0.01s: IV _____ 1 ______ 1 _____ _ . I I 7.oo: o.o34l V I I I 1 __________________________ 1 ________ _ _____ 1 ______ 1 ______ 1 1 I I l I :JOHNSON VALLEY : 86 (139) 7.so: o.01e Iv :-----.------------------:---------,-----:------------ :LA NACION l 22 ( 35): 6.so: 0.099 VII :------------------------:---------:-----:------------ lLENWOOD-OLD WOMAN SPRIN~S l 91 (146): 7.30l 0.014 IV 1 _____ 1 ______ 1 _____ _ I I I : 4.oo: 0.001: I I • -----,------,------, 6.00l 0.016: IV ' I I • I I . 5 . 25 : 0 . 003 : I I I : _____ I ______ I_ I 4.25: 0.019: IV : I I ' -----,------, I 5 • 25 : 0 • 003 : I :--------------------------'--_------:-----:------------: :-----:------:------: :MALIBU COAST 96 (155): 7.50: 0.019, IV : : 6.so: 0.008 1 III : :-----------------------------------:-----:------:------: :-----:------------ lNEWPORT-INGLEW00D-OFFSH0RE 11 ( 17): 7.oo: 0.239: IX : : 5.7s: 0.103 VII :----------------------------------:~----:------:--·----: :-----:------------ lNORTH FRONTAL FAULT ZONE 79 (126)l 7.70: 0.026: V : l 5.75: 0.005 II :-----------------------------------:-----:------:------: :-----:------------ :PALOS VERD-CORON~B.-A.BLAN 22 ( 36}: 7.50l 0.145: VIII : : 6.7s: 0.087, VII :--------------------------,-----·--:-----:------:------1 :-----:------:------: :PINTO MOUNTAIN -MORONGO l· 73 (117): 7.30: 0.022: IV l 5.75 1 0.006l II : :-------------------------:--------:-----:------:------1 ____ _ I I I ______ I _____ I :RAYMOND l 81 (131): 7,50: 0.027l V :--------------------------:---------:--' --:------:------: 4.00 1 ____ _ I 0. 002: : ------:------: lR0SE CANYON : 6 ( l0)l· 7.oo: 0.365l IX : 6.00 0.204: VIII : :--------------------------:---------: .----:------:------1 ____ _ I I I ------,---I lSAN ANDREAS (Coachella V.): 72 (117): 8.00: 0.038: V : 7.00 0.017: IV : :--------------------------:---------:-----:------:------I I ------,------1 Page 2 ---------------------------------------------------------------------------- I I ABBREVIATED FAULT NAME I I : APPROX. DISTANCE mi ( km) :MAX. CREDIBLE EVENT: :MAX. PROBABLE EVENT '-------------------' '-------------------' I I : MAX.: PEAK : SITE : : MAX.: PEAK : SITE :cRED.: SITE :INTENs: :PROB.: SITE :INTENS : MAG.:Acc. g: MM : : MAG.:Acc. g: MM :-------------------------_________ , _____ , ______ , ______ , , _____ , ______ , _____ _ I I I I I I I :sAN ANDREAS (Mojave) 80 ( 129): 8 .30: 0 .040: V : : 8 .00: 0 .031: 'v' :-------------·---------------------'---- :sAN ANDREAS (S. Bern.Mtn.) 68 (109) 8.00 :---------------------------------- :sAN CLEMENTE -SAN ISIDRO , 56 ( 89) :-------------------------:--------- :sAND H1LLS : 93 (149) 8.00 8.00 :--------------------------:----------~--- :sAN DIEGO TRGH.-BAHIA SOL.: 32 ( 52), 7.50 '---------------------____ , _________ , ____ _ I I I :sAN GABRIEL : 86 (138): 7.00 :--------------------------:---------:----- :sAN GORGONIO -BANNING : 61 ( 98): 7.50 :-------------------------'---------:----- :sANTA MONICA -HOLLYWOOD 87 (140): 7.50 ______ , ______ , , _____ , ______ , _____ _ I I I I I 0.042: VI : : 6.75: OJ;~:;,: IV ______ , ______ , , _____ , ______ , _____ _ I , I I I 0.059: VI : : 6.50: o.c.~;< I\/ ______ , ______ , , _____ , ______ , _____ _ I I I I I 0 .. 024: I\,' :: 6.7s: o.<Jos: :rr: ------;------: :-----:------:------ 0 .092: VII : : 6 .25: 0 .037: V ______ , ______ , , _____ , ______ , _____ _ I I I I I 0.012: III : : 5.7s: 0.004: I ______ , ______ , , _____ , ______ , _____ _ I I I I I 0.046: VI : : 7.oo: 0.031: V ______ , ______ , , _____ , ______ , _____ _ I 1 I I I 0.023: IV : : s.25: 0.004: I I • ,-------------------------_________ , _____ , ______ , ______ , , _____ , ______ , _____ _ I I I I I I I :sIERRA MADRE-SAN FERNANDO 76 ( 122)' 7 .50: 0 .031: V : : 6 .00: 0 .009: III I ,-------------------------_____ , ______ , ______ , , _____ , ______ , _____ _ I I I I I I :suPERSTITION ~LS.(S.Jacin) 83 ( 134) 78 ( 126) 7.oo: 0.013: III:: 6.2s: 0.007: II I ,--------------------------------I------1 :suPERSTITION MTN.(S.Jacin) 7.oo: 0.015 :-------------------------:-------------'------' :vERDUGO : 84 (135) 6.70: 0.013 IV III , _____ , ______ , _____ _ I I I : 6. 25: 0. 008: I I I , _____ , ______ , _____ _ I I I : 4.50: 0.002: : ------------------: --,.\ _______ -----: ------------: -----: ------: ------ : wHITTIER -NORTH ELSINORE : 47 ( 75) 7.so: 0.054 VI : 6.00: 0.017: IV : ---------------------------: ·-------------:------I ------I : -----: ------: ------ ***************************************************************************** -END OF SEARCH-38 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 6.4 MILES AWAY. LARGEST MAXIMUM-CREDIBLE SITE ACCELERATION: 0.365 g LARGEST MAXIMUM-PROBABLE SITE ACCELERATION: 0.204 g APPENDIX C LABORATORY TESTING Field Moisture and Density The field moisture content and dry unit weight were determined for relatively "undisturbed" drive $amples of the earth materials. The dry unit weight was determined in pounds per cubic foot and the field moisture content was determined as a percentage of the dry unit weight. Field moisture and density determinations are presented in the boring log within Appendix A Moisture-Density Relations The laboratory maximum dry density arid optimum moisture content for representative site soils was determined according to test method ASTM D-1557-91. Results of this testing are presented in the following table. :_:_._:::._:::::~§ffe*±;tjij.::·_~·-··:··_··· i::·:.·:_-:-.z···:-··:·-:·~·:·:-_:::.~¢~~::~#~:::::.::::::::::::::::·:::·:_::::::_:._:: :::::.~¥.~ri~~~§~->:::::~~t.4.at:r~r-8.~:-~:~: I 8-1 at 2' I Brown clayey/silty SAND I 121.0 I 15.0 I I 8-1 @ 10' I Olive brown CLAY w/sand J 120.5 I 14.5 I j 8-3@ 10' I Olive brown CLAY I 114.0 I 16.5 I Expansion Potential Expansion index tests were performed on representative samples of site topsoil and bedrock material in general accordance with Table 18-1-B of the Uniform Building Code. Results are presented in the following table. B-1 at 2' Brown clayey/silty SAND 50 Medium 8-1 at 10' Olive brown CLAY w/sand 63 Medium 8-3 at 10' Olive Brown Clay 120 High Direct Shear Tests Shear testing was performed on remolded and undisturbed samples of site soil in general accordance with ASTM Test Method D 3080. Test results are presented in the following table. The Blackmore Company CRC, Lot 52 I B-1 @2' remolded I 8-2@ 10· undisturbed Particle Size I 430 I 1000 25° 30 November 30, 1995 W.O. 1926-SC PAGE 2 The amount of earth material, retained on a #200 sieve was determined in general accordance with ASTM Method D-422 for a representative sample of existing fill obtained from boring 8-1 at 10 feet and boring 8-4 at 5 feet. The percent passing the #200 sieve was determined to be and , respectively. Consolidation Testing Consolidation testing was performed on representative samples of existing fill material in accordance with ASTM Test Method D-2435. The results of these tests are presented as Plates C-1 through C-4. GeoSoils, Inc. .. ,-.. ~ V z H <t ~ I- (I) I-z l1J u ~ l1J 0.. 0 1 2 3 4 s 6 7 8 9 100 -- 2 --~ ..__ ---- o.--.. -~ 4 6 4h ._____ -..... 'O ~. '1~ --- 1000 2 STRESS CPSF) Exploration: B-1 Depth: 10.0' ~ .___ --------"' ~~ ' ~ ._ \ -1--._ ~ 4 6 10000 2 Undisturbed Ring Sample Dr~ Densit~ <pcf): 11S,0 ~ater Content (¾): 17.6 Sample Innundated@ 1500 psf GeoSoi Is, Inc. November 199S CONSOLIDATION TEST RESULTS BLACKMORE COMPANY ~.O.: 1926-SC Plate: C-1 z H <l: 0::: I- C/) 0 l 2 3 4 lz 5 LU u 0::: LU a.. 6 7 8 9 100 -. ~ ~ \'e-r------- -----~ 2 4 t---.__ ... 1'-~~ ~t--. I'----t----... ]',.. 1'-~\'--..... ----r----._ ' 6 1000 2 STRESS (PSF) Exploration: B-1 Depth: 20.0' ~ "-t--, ' .'\ 1\I I\ I\ 'f\_ \ \ r---. 1----N r--.. ;--. r------L:. 4 6 10000 2 Undist4rbed Rins Sample Drw Densitw (pcf): 11~.4 Water Content (¾): 17.5 Sample Innundated@ 2500 psf Geo·Soi Is, J;nc. November 1995 CONSOLIDATION TEST RESULTS • BLACKMORE COMPANY W.O.: 1926-SC Plate: C-2 z H <C 0:: 1- fll 1-z LI.I u 0:: LI.I a. 0 l 2 3 4 5 6 7 8 9 100 -- 2 r-----~ ~ 1--...... • "" I'--. 4 6 I 'i---.. 4~ '-4.. . ·~ I'.._ '-., ----~ ~ ~ 1000 2 STRESS CPSF) Exploration: B-4 Depth: 5.0' I'\ '\ \ \ \ \ \ I I \ \ '-,.___ \ l"-,.___ ~\ -----..: " I'-'-'- ~ 4 6 10000 2 Undisturbed Rins Sample Dry Density (pcT): 100.7 Water Content (¾): 24.0 Sample Innundated@ 1000 PST GeoSo i Is, Inc. November 1995 CONSOLIDATION TEST RESULTS • BLACKMORE COMPANY W.O.: 1926-SC Plate: C-3 z H <I: a:: J-en 0 1 2 3 4 ~ 5 I.LI u a:: I.LI a. 6 7 8 9 100 ---Ht-t-- .._ I"- 2 4 t----.. ~~ " '~. ~ -........... 1'-. I'---,._ ~~ ~ 6 1000 2 STRESS (PSF) Exploration: B-4 Depth: 15.0' ~ 1\ ~. I\ I\ \ I\ I\ r---._ \ r---._ ~\ h r----... )'.... i'--r-- ~ ~ 4 6 10000 2 Undisturbed Ring Sample Dry Density (pc-F): 103. 1 Water Content (¾): 19.4 Sample Innundated@ 2000 psf Geese i Is, Inc, November 1995 CONSOLIDATION TEST RESULTS BLACKMORE COMPANY W.O.: 1926-SC Plate: C-4 APPENDIX D GeoSoils, Inc. I. A. B. II. A. GENERAL EARTHWORK AND GRADING GUIDELINES GENERAL These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, including preparation of areas to filled, placement of fill, installation of subdrains and excavations. The recommendations contained in the geotechnical report are part of the earthwork and grading guidelines and would supersede the provisions contained hereafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these guidelines or the recommendations contained in the geotechnical report. The contractor is responsible for the satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications. The project soil engineer and engineering geologist (geotechnical consultant) or their representatives should provide observation and testing services, and geotechnical consultation during the duration of the project. EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report, the approved grading plans, and applicable grading codes and ordinances. The geotechnical consultant should provide testing and observation so that determination may be made that the work is being accomplished as specified. It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes, so that they may schedule their personnel accordingly. All clean-outs, prepared ground to receive fill, key excavations, and subdrains should be observed and documented by the project engineering geologist and/or soil engineer prior to placing and fill. It is the contractor's responsibility to notify the engineering geologist and soil engineer when such areas are ready for observation. GeoSoils, Inc. . ' .. General Earthwork and Grading Guidelines Page 2 B. Laboratory and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation D-1557-78. Random field compaction tests should be performed in accordance with test method ASTM designation D-1556-82, D-2937 or D-2922 and D-3017, at intervals of approximately two (2) feet of fill height or every 100 cubic yards of fill placed. These criteria would vary depending on the soil conditions and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant. C. Contractor's Responsibility All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor, with observation by geotechnical consultants and staged approval by the governing agencies, as applicable. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction of the soil engineer, and to place, spread, moisture condition, mix and compact the fill in accordance with the recommendations of the soil engineer. The contractor should also remove all major non-earth material considered unsatisfactory by the soil engineer. It is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish ti,e earthwork in accordance with applicable grading guidelines, codes or agency ordinances, and approved grading plans. Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material, rate of placement, and climatic conditions. If, in the opinion of the geot~chnical consultant, unsatisfactory conditions such as questionable weather, excessive oversized rock, or deleterious material, insufficient support equipment, etc., are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory. During construction, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. Geo Soils, Inc. General Earthwork and Grading Guidelines Page 3 Ill. SITE PREPARATION A. All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material should be removed and disposed of off-site. These removals must be concluded prior to placing fill. Existing fill, soil, alluvium, colluvium, or rock materials determined by the soil engineer or engineering geologist as being unsuitable in-place should be removed prior to fill placement. Depending upon the soil conditions, these materials may be reused as compacted fills. Any materials incorporated as part of the compacted fills should be approved by the soil engineer. B. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located prior to grading are to be removed or treated in a manner recommended by the soul engineer. Soft, dry, spongy, highly fractured, or otherwise unsuitable ground extending to such a depth that surface ·processing cannot adequately improve the condition should be over-excavated down to firm ground and approved by the soil engineer before compaction and filling operations continue. Overexcavated and processed soils which have been properly mixed and moisture conditioned should be re- compacted to the minimum relative compaction as specified in these guidelines. C. Existing ground which is determined to be satisfactory for support of the fills should be .scarified to a minimum depth of six (6) inches or as directed by the soil engineer. After the scarif!ed ground is brought to optimum moisture content or greater and mixed, the materials should be compacted as specified herein. If the scarified zone is grater that 6 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about six (6) inches in compacted thickness. D. Existing ground which is not satisfactory to support compacted fill should be over- excavated as required in the geotechnical report or by the on-site soils engineer and/or engineering geologist. Scarification, disc harrowing, or other acceptable form of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollow, hummocks, or other uneven features which would inhibit compaction as described in Item 111, C, above. E. Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least two (2) feet deep into firm material, and approved by the soil engineer and/or engineering geologist. In fill over cut slope conditions, the recommended minimum width of GeoSoils, Inc. General Earthwork and Grading Guidelines Page 4 the lowest bench or key is also 15 feet with the key founded on firm material, as designated by the Geotechnical Consultant. As a general rule, unless specifically recommended otherwise by the Soil Engineer, the minimum width of fill keys should be approximately equal to one-half (1/2) the height of the slope. F. Standard benching is generally four feet (minimum) vertically, exposing firm, acceptable material. Benching may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed four feet. Pre-stripping may be considered for unsuitable materials in excess of four feet in thickness. G. All areas to receive fill, including processed areas, removal areas, and the toe of fill benches should be observed and approved by the soil engineer and/or engineering geologist prior to placement of fill. Fills may then be properly placed and compacted until design grades (elevations) are attained. IV. COMPACTED FILLS A. Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been determined to be suitable by the soil engineer. These materials should be free of roots, tree branches, other organic matter or other deleterious materials. All unsuitable materials should be removed from the fill as directed by the soil engineer. Soils of poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material. 8. Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other bedrock derived material. Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact. C. Oversized materials defined as.rock or otherirreducible materials with a maximum dimension greater than 12 inches should not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the soil engineer. Oversized material should be taken off-site or placed in accordance with recommendations of the soil engineer in areas designated as suitable for rock disposal. Oversized material should no be placed within 10 feet vertically of finish grade (elevation) or within 20 feet horizontally of slope faces. GeoSoils, Inc. General Earthwork and Grading Guidelines Page 5 To facilitate future trenching, rock should not be placed within the range of foundation excavations, future utilities, or underground construction unless specifically approved by the soil engineer and/or the developer's representative. D. If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the soil engineer to determine its physical properties. If any material other than that previously tested is encountered during grading, an appropriate analysis of this. material should b conducted by the soil engineer as soon as possible. E;. Approved fill material should be placed in areas prepared to receive fill in near horizontal layers that when compacted should not exceed six (6) inches in thickness. The soil engineer may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction. F. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification or should be blended with drier material. Moisture condition, blending, and mixing of the fill layer should continue until the fill materials have a uniform moisture content at or above optimum moisture. , · G. After each layer has bee,n evenly spread, moisture conditioned and mixed, it should be uniformly compacted to a minimum of 90 percent of maximum density as determined by ASTM test designation, D 1557-78, or as otherwise recommended by the soil engineer. Compaction equipment should be adequately sized and should be specifically designed for soil compaction or of proven reliability to efficiently achieve the specified degree of compaction. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained. No additional fill shall be placed in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the soil engineer. H. Compaction of slopes should be accomplished by over-building a minimum of three (3) feet horizontally, and subsequently trimming back to the design slope configuration. Testing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed. Special efforts may be necessary to attain the specified compaction in the fill slope zone. Final slope shaping GeoSoils, Inc. General Earthwork and Grading Guidelines Page 6 should be performed by trimming and removing loose materials with appropriate equipment. A final determination of fill slope compaction should be based on observation and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2:1 (horizontal to vertical), specific material types, a higher minimum relative compaction, and special grading procedures, may be recommended. I. If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 1 O feet of each lift of fill by undertaking the following: 1) An extra piece of equipment consisting of a heavy short shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes contin·uously as fill is placed. The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequatt;: compaction to the face of the slope. 2) Loose fill should not be spilled out over the face of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling. 3) Field compaction tests will be made in the outer (horizontal) two (2) to eight (8) feet of the slope at appropriate vertical intervals, subsequent to compaction operations. 4) After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face. Subsequent to testing to verify compaction, the slopes should be grid- rolled to achieve compaction to the slope face. Final testing should be used to confirm compaction after grid rolling. 5) Where testing indicates less than adequate compaction, the contractor will be responsible to rip, water, mix and re-compact the slope material as necessary to achieve compaction. Additional testing should be performed to verify compaction. 6) Erosion control and drainage oevices should be designed by the project civil engineer in compliance with ordinances of the controlling governmental agencies, ano/or in accordance with the recommendation of the soil ·engineer or engineering geologist. GeoSoils, Inc. : ••• 1 General Earthwork and Grading Guidelines Page 7 V. SUBDRAIN INSTALLATION Subdrains should be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant. Subdrain locations or materials should not be changed or modified without approval of the geotechnical consultant. The soil engineer and/or engineering geologist may recommend and direct changes in subdrain line, grade and drain material in the field, pending exposed conditions. The location of constructed subdrains should be recorded by the project civil engineer. VI. EXCAVATIONS A Excavations and cut slopes should be examined during grading by the engineering geologist. If directed by the engineering geologist, further excavations or overexcavation and re-filling of cut areas should be performed and/or remedial grading of cut slopes should be performed. When fill over cut slopes are to be graded, unless otherwise approved, the cut portion of the slope should be observed by the engineering geologist prior to placement of materials for construction of the fill portion of the slope. B. The engineering geologist should observe all cut slopes and should be notified by the contractor when cut slopes are started. C. If, during the course of graping, unforeseen adverse or potential adverse geologic conditions are encountered, the engineering geologist and soil engineer should investigate, evaluate and make recommendations to treat these problems. The need for cut slope buttressing or stabilizing should be based on in-grading evaluation hy the engineering geologist, whether anticipated or not. D. Unless otherwise specified in soil and geological reports, no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Additionally, short-term stability of temporary cut slopes is the contractor's responsibility. E. Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the soil engineer or engineering geologist. GeoSoils, Inc. ,· .. '.:.. 1··/ .. •,• .... General Earthwork and Grading Guidelines Page 8 VII. COMPLETION A B. C. Observation, testing and consultation by the geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and filled areas are graded in accordance with the approved project specifications. After completion of grading and after the soil engineer and engineering geologist have finished their observations of the work, final reports should be submitted subject to review by the controlling governmental agencies. No further excavation or filling should be undertaken without prior notification of the soil engineer and/or engineering geologist. All finished cut and fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect. Such protection and/or planning should be undertaken as soon as practical after completion of grading. VIII. JOB SAFETY A General At GeoSoils, Inc. (GSI) getting the job done safely is of primary concern. The following is the company's safety considerations for use by all employees on multi-employer construction sites. On ground personnel are at highest risk of injury and possible fatality on grading and construction projects. GSI recognizes that construction activities will vary on each site and that site safety is the prime responsibility of the contractor; however, everyone must be safety conscious and responsible at all times. To achieve our goal of avoiding accidents, cooperation between the client, the contractor and GSI personnel must be maintained. In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and construction projects.: 1. Safety Meetings: GSI field personnel are directed to attend contractor's regularly scheduled and documented safety meetings. 2. Safety Vests: Safety vest~ are provided for and are to be worn by GSI personnel at all times when they are working in the field. GeoSoils, Inc. I·, -.. ' . ' ; General Earthwork and Grading Guidelines 3. Safety Flags: Two safety flags are provided to GSI field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. 4. Flashing Lights: All vehicles stationary in the grading area shall use rotating or flashing amber beacon, or strobe lights, on the vehicle during all field testing. While operating a vehicle in the grading area, the emergency flasher on the vehicle shall be activated . . . Page 9 In the event-that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. B. Test Pits Location, Orientation and Clearance The technician is responsible for selecting test pit locations. A primary concern should be the technician's safety. Efforts will be made to coordinate locations with the grading contractor's authorized representative, and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractor's authorized representative (dump man, operator, supervisor, grade checker, etc.) should direct excavation of the pit and safety during the test period. Of paramount concern should be the soil technician's safety and obtaining enough tests to represent the fill. Test pits should be excavated so ,that the spoil pile is placed away form oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates the fill be maintained in a driveable condition. Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particularly in small fill areas or those with limited access. A zone of non-encr9achment should be established for all test pits. No grading equipment should enter this zone during the testing procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established for safety and to avoid excessive ground vibration which typically decreased test results. When taking slope tests the technician should park the vehicle directly above or below the test location. If this is not possible, a prominent flag should be placed at the top of the slope. The contractor's representative should effectively keep all equipment at a safe operation distance (e.g. 50 feet) away from the slope during this testing. The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern. GeoSoils, Inc. General Earthwork and Grading Guidelines Page 10 The contractor should inform our personnel al all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety. In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any of the above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor. The grading contractor's representative will eventually be contacted in an effort to effect a solution. However, in the interim, no further testing will be performed until the situation is rectified. Any fill place can be considered unacceptable and subject to reprocessing, recompaction or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor bring this to his/her attention and notify this office. Effective communication and coordination between the contractor's representative and the soils technician is strongly encouraged in order to implement the above safety plan. C. Trench and Vertical Excavation It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation or vertical cut which 1) are 5 feet or deeper unless shored or laid ,back, 2) displays any evidence of instability, has any loose r_ock or other debris which could fall into the trench, or 3) displays ariy other evidence of ariy unsafe conditions regardless of depth. All trench excavations or vertical cuts in excess of 5 feet deep, which a persons enters, should be shored or laid back. Trench access should be provided in accordance with OSHA and/or state and local standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor. The contractor's representative will eventually be contacted in an effort to effect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. GeoSoils, Inc. General Earthwork and Grading Guidelines Page 11 If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation, we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken, GSI then has an obligation to notify CAL-OSHA and/or the proper authorities. GeoSoils, Inc. CANYON SUBDRAIN DETAIL TYPE A --------~----------------------.,,"" .,, ' , PROPOSED COMPACTSL::l Fill /,, ~\. ' ,,, /..,:; ', ,,/ 1,1 ~ ', ~NATURAL GROUND ,/' ~ '~ ,; ~ ,~ /., ,...... .... r ~--', ~COLLUVIUM ANO ALLUVIUM (REMOVE) /// '//~/// "~~\ ' /; _ ___. $; -==~ ', ,.., ~\:;:'-0-' ~ ,,. ~ ' ,,,,,., _ __., ,,, ,"":::;:::~--........... ___________ ,,,,,.,,,,,.. ____ r'~ t ( i~ ~ ~-~ ,,,'II/ BEDROCK ,------//,,, ~,,,~ //,/~ ~ J---...,(___ __,..,__;,.,---.. --::-- TYPICAL BENCH ING /1, ::;:::;'\\.\.-·:·,·o·: \\\ ::.'' ,,,.,, =-// /~,~ '•,: .:::-,. ~ --~ ?'/\\\-. /I/= SEE ALTERNATIVES TYPE 8 _.,,.._.,__~..._~.--,.~--~~·---~-.--------·-·------.---------,- ' NOTE: ALTERNATIVES, LOCATION ANO EXTENT OF SUBDRAINS SHOULD BE DETERMINED BY THE SOILS ENGINEER ANO/OR ENGINEERING GEOLOGIST DURING GRADING. GeoSoils, Inc. PLATE EG-1 CANYON SUBORAIN ALTERNATE DETAILS ALTERNATE 1: PERFORATED PIPE AND FILTER MATERIAL A-1 • MINIMUM FILTER MATERIAL SIEVE SJZE 1 INCH J/ 4 INCH 3/8 INCH NO. 4 NO. 8 NO. 30 ·No. 50 NO. 200 PERCENT PASSINQ 100 . 90-100 40~100 25-40 18-33 S-15 0-7 0-3 ALTERNATE 2: PERFORATED' PIPE. GR'AVEL AND FILTER FABRIC ~NIMUM OVERLAP 5• MINIMUM OVER~~, GRAVEL .MATERIAL 9 FT'/LINEAR FT. PERFORATED PIPE: SEE ALTERNATE 1 GRAVEL: CLEAN 3/ I. IN~ ROCK OR APPROVED SUSSTI1l.JTE FILTER FABRIC: MIRAFI 140 OR APPROVED SUBSTI1l.JTE PLATE EG-2 GeoSoils, Inc. DETAIL FOR FILL SLOPE TOEING OUT ON FLAT ALLUVIA TED CANYON TOE OF=' SLOPE AS SHOWN ON GRADING PLAN ORIGINAL GROUND SURFACE TO BE , . ~ COMPACTED FILL ~RESTORED WITH COMPACTED FILL _ L:G:L~:~u:A: BACKCU~~ARIES, FOR DEEP REMOVALS, ,l{f.·l' r BACKCUT '"SHOULD BE MADE NO /._,$-~ J STEEPER THA~:l OR AS ·NECESSARY -(~~ ANTICIPATED ALLUVIAL REMOVAL FOR SAFETY ........_~,CONSIDERATIONS. / ~, 7 l DEPTH PER SOIL ENGINEER. ~/1...~ / . '~1111 / . t~/\ 1/\\ /j/~l~PROVIDO ;-,..-;;,MUM ;;o~cnoN7R~T~ ;;- SLOPE AS SHOWN ON GRADING PLAN TO THE RECOMMENDED REMOVAL DEPTH. SLOPE HEIGHT, SITE CONDITIONS AND/OR LOCAL CONDiTIONS COULD DICTATE FLATTER PROJECTIONS. REMOVAL ADJACENT TO EXISTING FILL ADJOINING CANYON FILL .--------~------- PROPOSE.D ADDITIONAL COMPACTED FILL COMPACTED FILL LIMITS LINE\ ---, TEMPORARY COMPACTED FILL }.,FOR D·RAINAGE ONLY --_,,,- Qaf '?};c:3, Oaf /~ (TO BE REMOVED) ~ !EXISTING COMPACTED FILLI ~', / ~'1-~!fITT' k~~~JW'J"171'1 ¼V LEQEND "7$\1//P)(f/!I\ :;;;:-\\ TO BE REMOVED BEFORE Qaf ARTIFICIAL FILL PLACING ADDITIONAL COMPACTED FILL Oal ALLUVIUM GeoSoils, Inc. PLATE EG-3 a ~ 0 fl) 0 ... , -~ ... .... = n • 7J r )> -I m m G> I ...- ••• i • TYPICAL STABILIZATION / BliTTRESS FILL DETAIL 15' TYPICAL OUTLETS TO BE SPACED AT 100' MAXIMUM INTERVALS. AND SHALL EXTEND 12· BEYOND THE FACE OF SLOPE AT TIME OF ROUGH GRADING COMPLETION. 1 4 ,., 15' MINIMUM BLANKET FILL IF RECOMMENDED BY THE SOIL ENGINEER DESIGN FINISH SLOPE 10' MINIMUM ,,~;mm------ --:t •\\ »A~ ---1 -I." DIAMETER NON-PERFORATED OUTLET PIPE -1=-ANO BAa<DRAIN (SEE ALTERNA TIVESI rJ)''' HEEL I I 3' MINIMUM KEY DEPTH TYPICAL STABILIZATION / BUTTRESS SU BO RAIN DETAIL _____ _,,, I 4. MINIMUM 2. MINIMUM f PIPE 0 C'I) 0 ... , ... "' .. t· MINIMUM ft PIPE • -0 r )> --t IT1 rn G) I 01 ~ ::, ~ z ~ N r MINIMUM FILTER MATERIAL: MINIMUM OF FIVE FP/LINEAR Fl OF PIPF OR FOUR Fl1/LINEAR Ft OF PIPE WHEN PLACED IN SQUARE CUT TRENCH. ALTERNATIVE IN LIEU OF FILTER MATERIAL,: GRAVEL MAY B ENCASED IN APPROVED FILTER FABRIC. FILTER FABRIC SHALL BE MIRAFI 140 OR EQUIVALENT. FILTER FABRIC SHALL BE LAPPED A MINIMUM OF 12· ON ALL JOINTS. -· MINIMUM 4 • DIAMETER PIPI;:: ABS-ASTM D-2751, SOR 35_ OR ASTM D-1527 SCHEDULE 40 PVC-ASTM 0-3034, SOR 3!? OR ASTM D-1785 SCHEDULE 40 WITH A CRUSHING STRENGTH OF 1.000 POUNDS MINIMUM, ANO A MINIMUM OF 8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED WITH PERFORATIONS OF BOTTOM OF PIPE. PROVIDE CAP AT UPSTREAM END OF PIPE. SLOPE AT 2 % TO OUTLET PIPE. OUTLET PIPE TO BE CONNECTED TO SUBORAIN PIPE WITH TEE OR ELBOW. t--PTE: 1. TRENCH FOR OUTLET PIPES TO BE BACKFILLED WITH ON-SITE SOIL. 2. BACl<DRAINS ANO LATERAL llRAINS SHALL BE LOCATED AT ELEVATION OF EVERY BENCH DRAIN. FIRST DRAIN LOCATED AT ELEVATION JUST ABOVE LOWER LOT GRADE. ADDITIONAL DRAINS MAY BE REQUIRED AT THE DISCRETION OF THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST. FILTl;R MATER!AI._SHALL BE OF ,· THE FOLLOWING SPECIFICATION OR AN APPROVED EQUIVALENT: __filEVE SIZE _PEHCENT PASSIN.Q:_ 1 INCH 100 3./ 4 INCH 90-100 3/8 INCH 1.0-100 NO. 4 25-1.0 NO. 8 18-33 NO. 30 5-15 NO. 50 0-7 NO. 200 0-) GRAVEL SHALL BE OF TIIE FOLLOWING SPECIFICATION OR AN APPROVED EQUIVALENT: _sjEVE SflE _PERkEN I PASSINQ 1 1/2 INCH 100 NO. I. 50 N0.200 8 SANO EQUIVALENT: MINIMUM OF 50 \ ~'.. FILL OVER NA TUR AL DETAIL SIDEHILL FILL COMPACTED FILL MAINTAIN MINIMUM 15' WIDTH _,.-- -TOE OF SLOPE AS SHOWN ON GRADING PLAN TO BENCH/BACKCUT __.----- PROVIDE A 1:1 MINIMUM PROJECTION FROM ~ESIGN TOE OF SLOPE TO TOE OF KEY !As SHOWN ON AS .BUil T (I} C :l-.aA TURAL SLOPE TO ~ :,PE RESTORED WITH ;coMPACTED FILL • BACKCUT VARIES ~, ~ I 15' MINIMUM KEY WIDTH ~ I.' MINIMUM BENCH WIDTH MAY VARY NOTE: 1. Wt-lERE THE NATURAL SLOPE APPROACHES OR EXCEEDS TIIE DESIGN SLOPE RA TIO. SPECIAL RECOMMENDATIONS WOULD BE -0 r )> I 2'X 3' MINIMUM KEY DEPTH PROVIDED BY THE SOILS ENGINEER. n1 m G) I 0) 2' MINIMUM IN BEDROCK OR APPROVED MATERIAL. 2. THE NEED FOR ANO DISPOSITION OF DRAINS WOULD BE OETEBMINED BY THE SOILS ENGINEER BASED UPON EXPOSED CONDITIONS. a " C fl) C ''" -"' ... .... = ~ H FILL OVER CUT DETAIL CUT/FILL CONTACT 1. AS SHOWN ON GRADING PLAN MAINTAIN MINIMUM 1 s· FILL SECTION FROM BACKCUT TO FACE OF FINISH SLOPE 2. AS SHOWN ON AS BUil T COMPACTED FILL ORIGINAL TOPOGRAPHY CUT SLOPE /-; ~~ //~\ BEDROCK OR AP;;;-V~D MATERIAL 15· MINIMUM OR H/2 -u r )> -I m rn G) I ---...:J NOTE: THE CUT PORTION OF THE SLOPE SHOULD BE EXCAVATED ANO EVALUATED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST PRIOR TO CONSTRUCTING THE FILL PORTION. a : : ... , ... ~ .. .... = f':I • -u r )> rit rn G) I 00 STABILIZATION FILL FOR UNSTABLE MATERIAL Hl EXPOSED IN PORTION OF CUT SLOPE NATURAL SLOPE REMOVE: UNSTABLE MATERIAL I k REMOVE: UNSTABLE MATERIAL' ~ ~ UNWEA THEREO BEDROCK OR APPROVED MATERIAL COMPACTED STABILIZATION FILL 11~::IJ· MINIMUM TIL TEO BACK \\ -,'/, '"""'''-• -··; .. "'"I IF RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING ... w~ ~ 2. GEOLOGIST, THE REMAINING CUT PORTION OF THE SLOPE MAY f'tc >htb,'41'" w1 •I/ -REQUIRE REMOVAL AND REPLACEMENT WITH COMPACTED FILL. NOTE: 1. SUBDRAINS ARE NOT REQUIRED UNLESS SPECIFIED BY SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST. 2. ·w· SHALL BE EQUIPMENT WIDTH '15'1 FOR SLOPE HEIGHTS LESS THAN 25 FEET. FOR SLOPES GREATER THAN 25 FEET ·w· -SHALL BE DETERMINED BY THE PROJECT SOILS ENGINEER ANO /OR ENGINEERING GEOLOGIST. AT NO TIME SHALL ·w· BE LESS THAN H/2. a ~ 0 (I) 0 '"" -(It .. .... = ~ • l1 ~ -I rn rn G> I lD SKIN Fl.LL OF N"ATURAL GROUND ORIGINAL SLOPE 15' MINIMUM TO BE MAINTAINED FROM PROPOSED FINISH SLOPE FACE TO BACKCUT ~~M ' .r . ~ l 3' MINIMUM KEY DEPTH 'TH \: 1//.\. V,O'&\JjJ,\ \/.?J., > ½t-,.I- ~-NOTE: 1. THE NEED AND DISPOSITION OF DRAINS WILL BE DETERMINED BY THE SOILS ENGINEER AND/OH ENGINEERING GEOLOGIST BA5ED ON FIELD CONDITIONS. 2. PAD OVEREXCAVATION ANO RECOMPACTION SHOULD.BE PERFORMED IF DETERMINED TO BE NECESSARY BY THE SOILS ENGINEER ANO/OR ENGINEERING GEOLOGIST. DAY'LIGHT ·cur LOT DETAIL ___., ~ RECONSTRUCT COMPACTED FILL SLOPE AT 2:1 OR FLATTER IMAY INCREASE OR DECREASE PAO AREA.I. / ~ OVEREXCAVATE ANO RECOMPACT ---. / REPLACEMENT FILL C') AVOID ANO/OR CLEAN UP SPILLAGE OF : MA TE RIALS ON THE NATURAL SLOPE C'll 0 ., ... ~ .. .... = "' • -u r )> -; rn rn G) I ~ 0 NOTE: BEDROCK OR APPROVED MATERIAL 1. SUBORAIN ANO KEY WIDTH REQUIREMENTS WILL BE DETERMINED BASED ON EXPOSED SUBSURFACE CONDITIONS ANO THICKNESS OF OVERBURDEN. 2. PAO OVER EXCAVATION AND RECOMPACTION SHOULD BE PERFORMED IF DETERMINED NECESSARY BY THE SOILS ENGINEER ANO/OR THE ENGINEERING GEOLOGIST. TRANSITION LOT DETAIL CUT LOT (MATERIAL TYPE TRANSITIONl ---------------- PAO GRADE COMPACTED FILL TYPICAL BENCHING CUT-FILL LOT (DA YUGHT TRAt~S:TJON) NOTE: * DEEPER OVEREXCAVATION MAY BE RECOMMENDED BY THE SOILS ENGINEER ANO/OR ENGINEERING GEOLOGIST IN STEEP CUT-FILL TRANSITION AREAS. GeoSoils, Inc. PLATE EG-11 OVERSIZE ROCK DISPOSAL VIEWS ARE DIAGRAMMATIC ONLY. ROO< SHOULD NOT TOUQ-l ANO VOIDS SHOULD BE COMPLETELY FILLED IN. VEIW NORMAL TO SLOPE FACE PROPOSED FINISH GRADE 10' MINIMUM (El co a, ct) cO H 1a~NIMU~~) 00 (Bl C0 (G) O:> cs=, o= QO C::> C,:J (FJ 15' MINIMUM cc, c,:::, \\ \~\\ V 1"' VIEW PARALLEL TO SLOPE FACE PROPOSED FINISH GRADE NOTE: (Al ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET. (Bl HEIGHT AND WIDTH MAY VARY DEPENDING ON ROCK SIZE AND TYPE OF EQUIPMENT USED. LENGTH OF WINDROW SHALL BE NO GREATER THAN 1 oo· MAXIMUM. . (Cl IF APPROVED BY THE SOILS ENGINEER ANO/OR ENGINEERNG GEOLOGIST, WINDROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERIALS OR BEDROCK PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTION. (DJ ORIENTATION OF WINDROWS MAY VARY BUT SHALL BE AS RECOMMENDED BY THE SOILS ENGINEER ANOIOR ENGINEERING GEOLOGIST. STAGGERING OF WINDROWS IS NOT NECESSARY UNLESS RECOMMENDED. !El CLEAR AREA FOR UTILITY TRE·NCHES, FOUNDATIONS ANO SWIMMING POOLS. iF) VOIDS IN WINDROW SHALL BE FILLED BY FLOODING GRANULAR SOIL INTO PLACE. GRANULAR SOIL SHALL BE ANY SOIL WHICH HAS A UNIFIED SOIL CLASSIFICATION SYSTEM (USC 29-1! DESIGNAif'ION OF SM, SP, SW, Gr, GR GW. ALL FILL OVER ANO AROUND ROCK WINDROW SHALL Be COMPACTED TO 90% RELATIVE COMPACTION. (G) AFTER FILL BETWEEN WINDROWS IS PLACED ANO COMPACTED WITH THE LIFT OF FILL COVERING WINDROW, WINDROW SHALL BE PROOF ROLLED WITH A 0-9 DOZER OR EQUIVALENT. (H) OVERSIZED ROCK IS DEFINED AS LARGER THAN 12~ AND LESS THAN I. FEET IN SIZE. PLATE EG-12 GeoSoils, Inc. ROCK DISPOSAL PITS FILL LIFTS COMPACTED OVER . - r-:o:K~:~ ~~~:E~T .Jr__ __ .....-----....., I I COMPACTED FILL GRANULAR MATERIAL LARGE ROCK SIZE-OF EXCAVATION TO BE COMMENSURATE WITH ROCK SIZE. NOTE: 1. LARGE ROCK IS DEFINED AS ROCK LARGER THAN 4 FEET IN MAXIMUM SiZE. 2. PIT IS EXCAVATED INTO COMPACTED FILL TO A DEPTH EQUAL TO 1 /2 OF ROCK S~E. 3. GRANULAR SOIL SHOULD BE PUSHED INTO PIT ANO DENSIFIED BY FLOODING. USE A SH EEPSFOOT AROUND ROCK TO AID IN COMPACTION. 4. A MINIMUM OF I. FEET OF REGULAR COMPACTED FILL SHOULD OVERLIE EACH PIT. 5. PITS SHOULD BE SEPARATED BY AT LEAST 15 FEET HORIZONTALLY. 6. PITS SHOU LO NOT BE PLACED WITH IN 2 0 FEET OF ANY FILL SLOPE. 7. PITS SHOULD ONLY BE USED IN DEEP FILL AREAS. I I I I I I I I PLATE EG-13 GeoSoils, Inc. SETTLEMENT PLATE AND RISER DETAIL 2'X 2'~ ~.'I." STEEL PLATE STANDARD 3/ I.· PIP: NIPP L: WELD ED TO TOP OF PLATE. ~~--4--314· X 5' GALVANIZED PIPE, STANDARD PIPE THREADS TOP AND BOTTOM. EXTENSIONS THREADED ON BOTH ENOS ANO ADDED IN 5' INCREMENTS. 3 INCH SCHEDULE 1.0 PVC PIPE SLEEVE, ADD IN 5' INCREMENTS WITH GLUE JOINTS. FINAL GRADE r I I I ~ -r-\,- I : MAINTAIN 5' CLEARANCE OF HEAVY EQUIPMENT. --1...-\,-MECHANICALLY HAND COMPACT IN 2' VERTICAL ..,-'\r LIFTS OR ALTERNATIVE SUITABLE TO ANO '~-----------•'--__ _.,., ACCEPTED BY THE SOILS ENGINEER. 1 s· -s· I I I I 5' I I MECHANICALLY HANO COMPACT THE INITIAL 5' VERTICAL WITHIN A 5' RADIUS OF PLATE BASE. / / NOTE: I / / / ' . ' ' ' ' ~-: •• •• •: .·; -:·. • • ·•• BOTTOM OF CLEANOUT . . . . . . . . . . . . . . . . .... PROVIDE A MINIMUM 1' BEDDING OF COMPACTED SAND 1. LOCATIONS OF SETTLEMENT PLATES SHOULD BE CLEARLY MARKED AND READILY VISIBLE (RED FLAGGED) TO EQUIPMENT OPERATORS. 2. CONTRACTOR SHOU LO MAINTAIN CLEARANCE OF A 5' RADIUS OF PLATE BASE ANO WITHIN 5' (VERTICAL) FOR HEAVY EQUIPMENT. FILL WITHIN CLEARANCE AREA SHOULD BE HAND COMPACTED TO PROJECT SPECiFICA TIONS OR COMPACTED BY ALTERNATIVE APPROVED BY THE SOILS ENGINEER. 3. AFTER S'(VERTICALl OF FILL IS IN PLACE CONTRACTOR SHOULD MAINTAIN A 5' RADIUS EQUIPMENT CLEARANCE FROM RISER. . ' I.. PI_ACE AND MECHANICALLY HANO COMPACT INITIAL 2' OF FILL PRIOR TO ESTABLISHING THE INITIAL READING. . . ::. IN THE EVENT OF DAMAGE TO THE SETTLEMENT PLATE OR EXTENSION RESULTING FROM EQUIPMENT OPERA TING WITH IN THE SPECIFIED CLEARANCE AREA, CONTRACTOR SHOU LO IMMEDIATELY NOTIFY THE SOILS ENGINEER ANO SHOU LO BE RESPONSIBLE FOR RESTORING THE SETTLEMENT PLATES TO WORKING ORDER. 6. AN ALTERNATE DESIGN AND METHOD OF INSTALLATION MAY BE PROVIDED AT THE DISCRETION OF THE SOILS ENGINEER. GeoSoil$, Inc ... PLATE EG-14 • TYPICAL SURFACE SETTLEMENT MONUMENT FINISH GRADE 3·~s • ------31s· DIAMETER X s· LENGTH CARRIAGE BOLT OR EQUIVALENT s· DIAMETER X 3 1/2' LENGTH HOLE .,_---1-CONCRETE BACKFILL PLATE EG-15 GeoSoils, Inc. .,. FLA:)__ TEST PIT SAFETY DIAGRAM SO FEET SPOIL PILE SIDE VIEW { NOT· To SCALE ) TOP· VEW 100 FEET 0 &n , , ( NOT TO SCALE ) GeoSoils, Inc. 50 FEET -- I PLATE EG-16 •· OVERSIZE ROCK DISPOSAL VIEW NORMAL TO SLOPE FACE PROPOSED FINISH GRADE 20' MINIMUM 00 5' MINIMUM (A c,::) i.--1 (8) to· MINIMU: (El 15' MINIMUM (Al ~ 00 D co CQ(Fl (G) 00 VIEW PARALLEL TO SLOPE FACE PROPOSED FINISH GRADE 1 O' MINIMUM IE) t•1 oo· MAXIMUM (B~ 15' MINIMUM ex·= ~... : ~ 15' MINIMUM 3" MINIMUM 1/1 IGl o:::,o::2 BEDROCK OR APPROVED MATERIAL NOTE: (Al ONE EQUIPMEN.T WIDTH OR A MINIMUM OF 15 FEET. (8) HEIGHT ANO WIDTH MAY VARY DEPENDING ON ROCK SIZE ANO TYPE OF EQUIPMENT. LENGTH OF WINDROW SHALL BE NO GREATER THAN 1 oo· MAXIMUM. (Cl IF APPROVED BY THE SOILS ENGINEER ANO/OR ENGINEERING GEOLOGIST, WINDROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERIAL OR BEDROCK PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTION. (Ol ORIENTATION OF WINDROWS MAY VARY BUT SHOULD BE AS RECOMMENDED BY THE SOILS.Ei'4GiNEER ANDtOR ENGINEERING GEOLOGIST. STAGGERING OF WINDROWS IS NOT NESESSARY UNLESS RECOMMENDED. IEl CLEAR AREA FOR UTILITY TRENCHES, FOUNDATIONS AND SWIMMING POOLS. (Fl ALL FILL OVER ANO AROUND ROCK WINDROW SHALL BE COMPACTED TO 90 % RELATIVE COMPACTION OR AS RECOMMENDED. IGl AFTER FILL BETWEEN WINDROWS IS PLACED ANO COMPACTED WITH THE LIFT OF FILL COVERING WINDROW, WINDROW SHOULD BE PROOF ROLLED WITH A '.:-9 DOZER OR EQUIVALENT. VIEWS ARE DIAGRAMMATIC ONLY. ROCK SHOULD NOT TOUCH ANO voms SHOULD BE re~tsmri, Ff~~ IN. PLATE R 0-1 NON-RESIDENTIAL CERTIFICATE: Non-Residential Land Owner, please r~ad this option carefully and be sure you throughly understand the options before ·signing. The option you choose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first blilding permit issuance. Property owner signature is required before a building permit wil_l be issued. Your signature is confirming the accuracy of all parcel and ownership information shown. f>l~umriore 12uthcrfovul Tt1vestn~ent-- lfe ~\ tALlM.o re... C~ '. _ l 't L -\ L l1- Name of Owner Telephone C-Ai State 9.L(S,O Zip Code Project Address Carlsbad. CA City State Assessor's Parcel Number, or APN and Lot Number if not yet subdivided. Building Permit Number 9200 Zip Code .As cited by Ordinance No. NS-155 and adopted by the City Council of the City of Carlsbad, California, the City is authorized to levy a special Tax in Community Facilities district No. 1. All non-residential property, upon the · issuance of the first blilding permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE- TIME or (2) assume the ANNUAL· SPECIAL TAX-DEVELOPED PROPERTY for a period not to exceed twenty- five (25) years; Please indicate your choice by initialing the appropriate line below: OPTION (1): I elect to pay the SPECIAL DEVELOPMENT TAX ONE-TIME now, as a one-time payment. Amount of One-lime Special Tax: $ · J L{ 1 1-8<-(, S''f . Owner's Initials______ · OPTION (2): I ·elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed Menty-fl~ears. Maximum Annual Special Tax: $ { l!l '2,.S!; . U . Owner Initials· . 1 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. IJlluu ~ .~ iJM@d/J~ Signature of Propetf.f Owner Title A /·Im d_, 1?J)u1GLJJJ0 ru Print Name · b-/3··9G 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 CERTIFICATE CITY OF CARLSBAD -COMMUNITY FACILITIES DISTRICT NO. 1 SPECIAL TAX CALCULATION WORKS·HEET FOR THE DEVELOPMENT OF NON-RESIDENTIAL PROPERTY ,.,. PLEASE PRINT ,.,. ONE PER EACH BUILDING PERMIT ,.,.,. , BUILDING INITIALS:_ ------------------------· ENGINEERING INITIALS:°"7?1~'-"-'-A ....... --'2:b,..,~~------------- FINANCE INITIALS: PLANNING INITIALS: _________________ _ -------------------FINAL: DRAFT: ___________________________________ _ ------------------- REQUIRED INFORMATION· .BUILDING: c;G~A1:J.. A) PLAN CHECK NUMBER AND/OR BUILDING PERMIT NUMBER: B) PROPERTY OWNER(S) AS LISTED ON.TITLE: C) ASSESSOR'S PARCEL NUMBER (S) OR APN ANO LOT NO'S FROM RECORDED FINAL MAP: 2/d -J;).O -~O 0) OES'CRIPTION OF WORK: New J. ~t-Prv 35, JJ.O s-f. 111dvs-1r: o-, I 1,/J &I , ., fl Pl,ANN!NG: 5-7-91 V E) DATE OF INITIAL PARTICIPATION IN CFO: . F) GENERAL PLAN DESIGNATION(S): (BOXES PROVIDE FOR THREE DIFFERENT USES, EXPAND AS REQUIRED.) I F1) pr IF2) I F3) G) NET DEVELOPABLE ACREAGE THAT WILL RE-MAIN BY GENERAL PLAN USE AFTER THE STRUCTURE(S) IS BUil T: . IG1) 0 ,dG2) . .A AdG3) 'H) TY.PE OF LAND USE CREATED BY THE ISS.UANCE OF THE BUILDING PERMIT: (FROM SPECIAL TAX TABLE) jt--t 1) TJ\ dvs ,}ti"' I I H2) ENGINEERING: I) SQUARE FEET OF BUILDING PER USE INDICATED IN (H) ABOVE: l'1> 33;/;;). 0 Jd saFl2> J) t'MPROVEMENT AREA (CHECK ONE): . . / WITHIN THE BTD .'-IMPROVEMENT AREA I (XI I H3) lt3) sad OUTSIDE THE BT·D. -IMPROVEMENT AREA II ( K) LEGAL O~PTION: (REQUIRED ONLY WHEN G ABOV~!fS_J,iQ(O).) PARCEL LOT CIRCLE ONE).5-~--OF PARCEL MAP /.f--~ __ j_ _____ IN THE CITY~~ CARLSBAD, c9~NTY OF ShN,IJ.!ljGO, STATE OF CALIFORNI , FILED IN THE OFFICE OF THE SAN DIEGO COUNTY RECORDER ON __ J_!_L{l;J_ ______ J_':J_ __ , __ 1_7..J:LL_. (IF THE ABOVE IS NOT ADEQUATE A FULL LEGAL DESCRIPTION MUST BE ATTACHED.) !'BUILDING: FINANCIAL PORTION TO BE FILLED OUT BY MIKE PETERSON OR FAX TO BARBARA HALE 298-3783 " Fi'NANCE: 1,.) SPECIAL DEVELOPMENT TAX -ONE-TIME, RATE PER SQUARE FOOT:(FROM SPECIAL TAX TABLE.) I ~1) ,~2) 1~3) M)SPECIAL TAX -ONE-TIME (Ix L): I M1) ·s 1~2) IM3) ' $ OBLIGATION FOR UPCOMING YEAR: IF THE PARCEL IS ISSUED A BUILDING PERMIT BETWEEN MARCH 2ND AND JUNE 30TH, AN OBLIGATION FOR THE UPCOMING YEAR IS CREATED ANO WILL BE LEVIED IN THE FOLLOWING FISCAL YEAR. TOTAL PAYOFF OPTION 1: llsuM OF (M) ABOVE. THE SPECIAL TAX LIEN ON THIS PROPERTY, WHEN CHOSING OPTION 1, WILL SE RELEASED WHEN ALL OUTSTANDING OBLIGATIONS HAVE SEEN PAID IN FULL .. IF THERE IS A OBLIGATION FOR THE UPCOMING YEAR, UNDEVELOPED SPECIAL.TAX WILL BE LEVIED IN THE UPCOMING FISCAL YEAR, AFTER PAYMENT OF WHICH THE LIEN WILL SE RELEASED. IF, THERE IS ONLY THE CURRENT YEAR'S OBLIGATION OUTSTANDING, THE LIEN IS RELEASED WHEN BOTH INSTALLMENTS HAVE BEEN PAID. ·IIOPTION 1: $ OISTRISUTION OF PAYOFF: ACCOUNT NO. 430-·810-1340-11032 ·. PASS THAU-OPTION 2: .. ,_-···:·.·· llsuM OF (M) ABOVE TIMES 13.111%. THE AMOUNT SHOWN IS THE MAXIMUM ANNUAL SPECIAL TAX LEVIED FOR A PERIOD OF TWENTY-FIVE (2!5) YEARS. IF THERE IS AN OBLIGATION FOR THE l:INPCOMING YEAR, THE AO SQ Fl I UPCOMING YEAR'S TAXES WILL REFLECT THE OBLIGATION OF UNDEVELOPED LA'NO TAX. THE TWENTY-FIVE YEAR ANNUAL SPECIAL TAX WOULD BEGIN IN THE FOLLOWING FISCAL YEAR. DIS TRI BU TIO N: . A COPY OF: FINAL CALCULATION SHEET, BUILDING PERMIT, AND SIGNED CERTIFICATE A COPY OF: FINAL CALCULATION SHEET, Bl/lLDING PERMIT, AND SIGNED CERTIFICATE A COPY OF: FINAL CALCULATION SHEET, AND SIGNED CERTIFICATE ALL ORI.GINALS . FEBRUARY 10, 1994 IIOPTION 2: ( 0 I z.5"8. 1.3 CFO NO. 1 INCOMING SOX FINANCE (HELGA) PROPERTY OWNER BUILDING PERMIT FILE VALID UNTIL ___________ _ r CERTIFICATION OF COMPLIANCE CITY OF CARLSBAD Plan Chec_k DEVELOPMENT PROCESSING SERVICES DIVISION eEi No. qt O J.. I 'J... 2075 LAS PALMAS DR., CARLSBAD, CA 92009 . ( 619) 438-11-61 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 projecJ$ shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department. SCHOOL DISTRICT: _$,_Carlsbad Unified 801 Pine Avenue Carlsbad, CA 92009 (434-0610) Encinitas Union San Marcos Unified --1290 West SanMarCDs Blvd. San Marcos, CA 92024 (744-4776) __ San Dieguito Union High School 71 0 Encinitas Boulevard 101 South Rancho Santa · Fe Rd. . Encinitas, CA 9202't ( 619,lc.,94.IJ-#~OO., · . _J}lfJ!ct.more-~tuffi0t1Dri1 J:nves~ Project Applicant: %7ftfc /, [ z1:(? k, i/h. O I-.,[ C r) . Encinitas, CA 92024 (753-6491) APN: JJ1._-(J_lJ -200 0 Project Address: ·2,/ 0 S & {JJ1tr.g(PJ( f2 £0 RESIDENTIAL: SQ. FT. of living area _____ number of dwelling units ____ _ SQ. FT. of covered area SQ. FT. of garage area _____ _ COMMi:RCIAL/-1 3J;} "lD Prepared by -i-+~~~---'--'a~~-----'-Date --~~, ..... /_£, ..... / ....... ?~'----- ' / . FEE CERTIFICATION ( To be completed by the School District) ~licant has complied with fee requirement. under Government Code 53080 ___ Project is subject to an existing fee agre~ment ___ Project is exempt from Government Code 53080 Final Map approval and. construction started before September 1, 1986. ---cother school fees paid) . Other ---------------------------------------------- Fee Levied-i.... $ S i:!_~ D1str1ct 1cial . -----ft. '°----,---- ft. ~--=-.;;;;...r.---- AB 2926 and. -~~.LJ.£ are capped at $1: 7i per square foot for residential. AB 2926 is c pped at ~)er square foot for commercial/industrial. . . e <t-4-6b 2-1~-,,t,