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1850 MARRON RD; ; 86-154; Permit
.1-.' • .-, 'licT RAIl - PAINT PFN ANIY & PRFSS HARD '-- - APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS.' i/Zhereby affirm that I am licensed under ,.fprovisions of Chapter 9'(commenclng with r I - Section 7000) of Division 3 'of the Business and Professions Code, and my license is in I full force and effect. . . Ic.. No • Class - .. hereby allirm that I am exempt from the Contrac- : ' Or's License Law or the following reason • (Sec. '703t .5 ;Business and Professions Code: Any City or county which re- quires a permit to Construct, alter, improve, demolish; or repair any structure. prior to its issuance also requires the ap- p - licant for such permit to tile a signed statement that he is licensed pursuant to the provisions- of the Contractors. . . License Law (Chapter 9 commencing with Section 7000 01 - Division 301 the Business and Professions Code) or that is ex- empt thUretromand the basis for the alleged eoemplion Any violation 01 Section 7031.5 by an applicant for a permit sub- jects the applicant to civil penalty of not more than live hu0" _,. dreditollais ($500). cc 'O't. as owner 01 the property, or my employees with wages as their sole compensation, will do the work, and the Struc-" tore is not intended or offered for sale (Sec. 7044. Business and Professions Code: - The Contractor's License Law does - not apply to an owner of property whobuilds or improves m thereon and who does such work himselt or through his 'own employees, provided that such improvements are not intend- - W nd or-stlered-tor sale. - It. however, the building or improve.' Z ..- most is sold within one year 01 completion, the Owner-builder will have the burden 01 proving- bathe did not build Or im o prove br the purpose ut sale). •• - - '0 I, as owner 01 the property, am exclusively contracting - with licensed contractors to construct the project (Sec. 7044, •r 'Business and Professions Code: The Contractor's License - -. Law does not apply In an owner 01 property.who builds or im- - ,proves thereon, and who contracts for each projects with a fA contractor(s) license pursuant to the Contractor's License - H Z, -Law). 0.2 #4e . .4. i. • . 0 'As_a homeowner 'l am improving my home, and the 0110w' - 4 ing conditions exist:,.-. ' ' cc • The work is being perlormod prior In sale. '_. • - . _J - .2: I .have. lived in. my home. lor.twolve months - 0 - prior-to comp)etion 01 this work. ' ,' •- ' -w 3. I have no claimed -this exemption during, the 0 ' - last thrite years. -' '"' I ,, - . •0, 1' ' .0.1 ass exempt under-Sec. . ' ' ', B A P.C. ,for this reason - • ' x,4'4x . , , -D thereby affirm that t have a certificate 01 consent to - tselt.insure:ur a certificate elWurkers'CompenSatiOnln' -- suranceur certified cu6y thereof ISec. 3800. Labor Code) -- tPOLtCY NO, ' z. ': . 0 COMPANY . - ... - - - 'k lei 1 uL( Copy is I' ad with the city . .'. . - 'U, . ,. •''- - S a 4z DCertiried copy is hereby'Iurnished IL '. LAJ - 5 . 0 ' CERTIFICATE OF EXEMPTION FROM - 0 WORKERS' COMPENSATION INSURANCE -. IThis section need not be completed it the permit cc 4 is or one hundred doltarsISlOOl or less) 0 t certify that in the performance Of the work for which ._ o — this permit is issued. t shalt not employ any person in any - - "rnunner"so as to become subject to the Workers' Compen' - . sation Laws at California. - -. NOTICE,T,O-APPLICANT: It, alter making this Certificate - of Eoemption, you should become subject 10 the Workers' -L - -, Compensation provisions 01 the Labor Codo.'yoo must forthwith comply with.soCh provisions or this permit shall - ' be déemedrevoked. - .' - • - [":0 hrebbTattirm that tier is'a construction lending uJ - agency for the,pertorreance 01 the work for which this per.' - 01 Omit is issued (Sec. 3097..Civil Code) ir - • ZI ' •-..-... - Lender's Name ' L Lender's Address 1, - ' ' -- •-.-.- .-' a CARLSBAD BUILDING DEPARTMENT • • - - , '.:. ' APPLICATION& ' PERMIT' Carlsbad California 92008-1989 (619) 4385525 - . - ' ' - '' . - • •. 4' • a.. JOBADDRS( 5_0 ,aj AV,ST,RD,NEAREST CROSSST. __' '. VALUAT N • ? PERMIT'NUMBEP _DATEOFAPPLICATION __BUSINESS LICENSE r 7F1A.P-PCI4D,TJEF *t c LOT I BLOCK SUBDIVISION - AS E PA EL NO. ' CONTRACTOR - +2) _ Q(O . &CWItA4 2 Ne4Ia-- . -" - _. - CONTRACTORS PHONE ZONE Ac bODRESS LICENSE NO. .PLAN.I.O#,. BUILDING O:FOOTAGEA VLD. - a' _ -trço 14 ESIGNER DESIGNER'S PHONE _ft_MII FA - 277.Ote3i • -.— Wt 1 R'S AME_pJc'ri-/wg.c1r OWNE R'S PHONE 4:,041 .Ac,}7l47sq... ft DESCRIPTION OF WORK -rrO _f 4_37S - Tf._DESIGNE R'S ER'S AO DRESS . LICENSE NO. ' e - . ' - , , - - tt t.P'S441's LSV1 r . ,. FLRELEV , •. STOES EDO _ • .. • ,- • - V.0 7N 0 (" L.. . - - ..' -' -.-•..- . - - -. cFIRE SPR 'CENSUS TRACT OP -LAND USE PARKING SPACE RES UNIT GRADING PERMIT ISSUED I REDEVELOPMENT - AREA , TYPEI '.,. 0CC LOAD • _... __.. v0 _lu0 __ 0 _N Not Valid Unless Machine Certified - QTY - PLUMBING PERMIT_-ISSUE / - OTY . -. ' . MECHANICAL PERM)T ISSUE -_.• 2 SUMMARY/ACCOUNT NUMBER EACH FIXTURE TRAP L?LOe_" INSTALLlOAN_ DUCTS riPTO_100_000BTU -7....__- BUILDING PERMIT 001-810-00-00-8220 /EACH BUILDING SEWER OVER 100,000 BTU 1 SIGN PERMIT 001 81000008221 EACHWATERHEATERAND/ORVENT__ — BOILER/COMPRESSORUPTO3HP _ — PLAN CHECK .001-810-00-00-.8806 -— EACH GAS SYSTEM_1_TO4 _OUTLETS ... 8DILER/COMPRESSOR3_15HIP __- TOTAL, PLUMBING _- _001_810_00_008222 - ,..._ EACH GAS SYSTEM S011MORE METAL) FIREPLACE ELECTRICAL _001_81000008223 -- EACH INSTAI.__ ALTER. REPAIR57ATERPIPE VENT1FAN SINGLE DUCT _ /,...._- MECHANICAL ___001_8100000_8224 b — '- 4 EACH__VACUUMBREAKER MECH_EXHAUST _HOOD/DUCTS_____, - WATER SOFTNER '•'-_-, "..• ._, RELOCATION OFEA FURNACE/ _R ,•. ,a _MOBILEHOME ___001_8100000_8225 FhE*J MOBILEHOME PARK INSP EACH ROOF DRAIN ))NS)DE)' 40- SOLAR _____001_8)000_00_8226 — TOTML MECHANICAL •.• >—I'63 _d - .. j9' STRONG MOTION' _-8805199233 .3bI Ji — . TOTAL PLUMBING - __ -,,_ FIRE SPRINKLERS _' _ , .01_81000008227 = PUBLIC FACILITIES FE2433281000O_8930 PERMIT ISSUE ,PTY.ELECTRICAL QTY.SOLAR ISSUE r NEW CDNSTEAAMP/SWT!8KR ..'- 1 a , COLLECTORS _-• _ - ..'-- SCHOOL FEE, DISTRICT __-n __ -I;-•- 1PH /O,•—' __ ..Jo_- - STORAGE TANKS — - -Carlsbad EXIST BLDG EA AMP/SWT SKR - ROCK STORAGE ".Encinitas 1 PH - 3 PH PUMP SanOleglillo 1 REMODEL ALTLR PER CIRCUIT PLAN CHECK FEE i ' - 'San Marcos - TEMPPOLE200AMPS -• OVER200AMPS _ _-• - , : 'Ti -..,•-.. , - LICENSE-TAX 001-810-00-00-8162 • -' - '' TEMPOCCUPANCY130DAYS) J.o_5199257 CREDDI _MFF , K '.' tT TOT ALELELTRICAL TOTAL SOLAR TOTAL FEES _PAYABLE _(ao I HAVE CAREFULLY EXAMINED THE COMPLETED "APPLICATION AND PERMIT" AND DO HEREBY Expiration. Every permit issued bytheBuilding Official under the provisions olthis - * AN OSHA PERMIT IS REQUIRED FOR EXCAVATIONS OVER Code shall expire bCERTIFY UNDER PENALTY OF PERJURY THAT ALL INFORMATION HEREON INCLUDING TI/ID authorized bysuch11 permit 's not cornmenced limitation and become ncll n , within 0o0 c the 50" DEEP AND DEMOLITION OR CONSTRUCTION OF ays from the date of such RUCTURES OVER 3 STORIES IN HEIGHT DECLARATIONS ARE TRUE AND CORRECT AND I FURTHER CERTIFY AND AGREE IF,A PERMIT IS permit, Or if the buildinO or work authorized by such permit ISSUED: TO COMPLY WITH ALL CITY. COUNTY AND STATE LAWS GOVERNING BUILDING CON- abandoned at any time after the - is suspended or - work is commenced for a period 01180 days. STRUCTION, WHETHER SPECIFIED HEREIN OR NOT. I TO SAVE'INDEMNIFY AND APPLICAN 'S SIG URE * Owl KEEP HARMLESS THE CITY OF CARLSBAD AGAINST AI ALSOL=, JUDGMENTS, COSTS AND 7APJPROOBYQ EXPENSES CONTRACTOR p WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE B P 0 0 _Y PHONE GRANTING OF THIS _PERMIT_'.*-C()i€fr TYPE DATE INSPECTOR BUILDING FOUNDATION REINFORCED STEEL MASONRY GUNITE OR GROUT I V SUB FRAME El FLOOR El CEILING_ SHEATHING El ROOF El SI-EAR - FRAME EXTERIOR LATH INSULATION INTERIOR LATH & DRYWALL V -. PLUMBING El SEWER AND BL/CO El P1/CO UNDERGROUND El WASTE El WATER TOP OUT El WASTE El VIA ER. TUB AND SHOWER PAN GAS TEST'. " El WATER HEATER El SOLAR WATER ELECTRICAL El ELECTRIC UNDERGROUND El' UFFER V V ROUGH ELECTRIC V El ELECTRIC SERVICE El TEMP()RA13Y V El BONDING El POOL V V• V V ________ V MECHANICAL El DUCT & PLEM., El REF. PIPING V HEAT - AIR COND. SYSTEMS V I VENTILATING SYSTEMS V V : VV •-": :. V VVVV CALL FOR FINAL INSPEC1/ON WHENALLAPPROPRIATE ITEMS ABOVE HAVE BEEN APPROVED.: FINAL. PLUMBING ELECTRICAL _____V .' MECHANICAL GAS BUILDING SPECIAL CONDITIONS I \ 'V 'V I - I V •' V V . •V (V - V V - V V V_V V V V V - V V VVVVVV V V__VVV V FIELD INSPECTION RECORD REQUIRED SPECIAL INSPECTIONS V V V INSPECTOR'S NOTES V V V / INSpEC.lION REQ IF INSPECTOR'S DATE CHECKED APPROVAL - V V,V V _______________ ______ _____ VV V •V• SOILS COMPLIANCE - PRIOR TO TO VVVV V V VVVV V V ' V FOUNDATION INSP V STRUCTURAL CONCRETE OVER 2000 PSI PRESTRESSED - CONCRETE V POST TENSIONED V VCONCRE_VVV V FIELD WELDING HIGH STRthGTH VVV BOLTS VV V VVV V_V - VV V _•V .VVV VIVI __V_V SPECIAL MASON$ VV V VVVV V - V VV V PILES CAISSONS V V VVV• . . V V V V V . _____________________ V V -.•VV V V V VV,j;'VVVVV,'• _ VVVV - - - - - - - ( .4 . I V V • 7IVVV 4Ii V •VV% 4 — - . V ,. - V V - V V - V•)_V . VV -:_2.V. __.\tVt5 V VV .. .' H. __ V 4V_VV . S•V - V V V•VVVr-'•,._V V V - ____._- _-V.- - • * - - r - s—. - I _.--.'•-.,-r. r VV V V V VVV V V - V V V VVVVV 4_VV V _ IV.V1V'Vl _VV - - * - r City of. .Carlsbad ' ./flA,'&a/JJOM D MISCELLANEOUS 1200 ELM CARLSBAD CA 92008 • TEL (619) 438 5525 RECEIPT e - - .._ - .fi Job 4'7 Maw?,i R 7+'.o&4 MISCELLANEOUS FEE RECEIi'T Address - I Owner/ij4. Not-T.-H. 001-810-00-00-8806 mailing tWo ccvp0ra'ic Eli PLAN CHECK FEE 00 Address VALUATION :VA z/1IZ __ El DEMOLITION___________________ HOUSE MOVING -- - PARKS AND RECREATION FEE_________________ Ca khQ 1l4),i contractor - - /r)I I 144' C,pi.4,4&P Ctr -Address /iico h rel ?;8o El PUBLIC FACILITIES FEE___________________ E SCHOOL FEE DISTRICT________________ .. - - State Lic . • I - - City - - - - - S. Ciassit. ( . LIC.NO; - Eli.. CrIsbad El " COMPLETE FOR-PLAN:!CHECK ONLY , - :--- Encinitas :-.-.. LEGAL DESCRIPTION' San Diego El- San Marcos Eli CERTIFICATE OF OCCUPANCY El ASSESSORS PARCEL NO /54—'Q 1— 6 _ - , ............ - (LO*~thJc* Id,?7S DESCRIPTION . DESCRIPON OF WORK - JJ &Lkv t4' 'El J U?3 11 El PLAN ID NO.' PAV4 . DESIGNER ADD El 42 103 / TOTAL FEE — - CONTACT PERSONOV5 WARNING PLAN CHECK FEES WHERE NO ACTION IS 'APPLICANT'IN 180.DAYS AND NO BUILDING PERMIT IS TAKEN BY THE ISSUED. ARE FORFEITED TO THE CITY COMMENTS:________________________________________________ -. 44' Sigiature of Dat 1/4/&_' - White - Applicant Yellow -'File, Pink - (1) Finance (2) Data Process Gold - Assessor -. i-A gc0 0 1 I: IL S., 4 * : - . CASHIERS VALIDATION - b/ dOCk • 7990'.(hJ Sr, UtI, tit 6/1Ct86 344371 O2 (llitg of (Itar1øba - •0•• SEWER PERMIT APPLICATION APPLICANT TO FILL IN SHADED AREA SEWER PERMIT. NUMBER:SE BUILDING • PLAN CHECK NUMBER: PC BUILDING TYPE:, - BUILDING ADDRESS: _OP__b14RoUA( 7'9 NUMBER OF EDU'S: OWNER: OR'T __ CALCULATIONS: . P4\'t'4IO N _37341',4Joo 795? MAILING ADDRESS: _ ___ CONTRACTOR: _CDLdL-IN$. S Go RRC-`N-r0 vAygi) ________.••-. ___. MAILING ADDRESS: _ LEGAL DESCRIPTION: CONNECTION FEE () 1)00 COST PER UNIP x No:uNITS . - 1 S -, __. _• LATERAL CHARGE: TOTAL CHARGES: ASSESSORS PARCEL NUMBER: + PREPARED BY: -_x,7i__,g Ti/A,v+$ _• -• • . (PRINTED NAME) COMMENTS: WHITE: DIPS GREEN: Finance CANARY: Water PINK: Building . GOLD: Applicant • - -. CAI- Application for Grading Permit 0 27 7 CITY OF CARLSBAD 7q9 ., r- i ENGINEERING DEPARTMENT rc4. - 7ec I i4tic~rl 438-5641 De tml,,,~ Building Permit Plan Ch No. rn it q7 NP PiPPII?MTTO FiIfbiIisJä . V - Se 'V4" 4A( JE Ja#tr~er 446ty Co LegDeriitiI" Gj44P //3) LOMy44P,rejv $*7_ 17 SA&Vfs P. / 7 , Rec'd by te/9/g V - __/ 9nV.-7Jp'... 3/ CadW) Rec'd by; ,atefiled - V - V• _______________________________________________________ f'1-4 NE/c78c4cIV The following documents are required and shll became a part ... "I.t1 1.SSoC.. '. of h& grading permit when they are approved. V Plas Grading plans Specifications V J. Soil ort Geologic Report, ep 'j'CA Addi' C7 .3tD -5,.P z. " Drainage structures ___ Other Phon53'-5(oO5 Compaction report, - C&Z IA_Ic .• . ne33O VV •' V SPECIAL CONDITIONS WHICH ARE MADE V V •VJV # r - I j• I -, 'APARTOF THIS PERMIT ________________________________________________________________________ 4LEY 1: AuthdrizedhOurs of operation: V V - 9// .. ,. V V V PiLl fo 6 V 7:00 AM toSunset,Mondáy - Friday- -- V - V 2 . Haul routes are to be apprdved b City Enineer: k.I4 L .- tVV ?.(V• .Y •V •V V - V •. V' $ - V 3. Adequate provisions shall be made for erosion and siltation control Number of cubic yards ' jqC. c.Q ort Yast -- 4 All slopes shall be planted per City Code 5. All fills tobe compacted to at least 90% of optimum Proposed Schedule of: YSt'art Finish •- hOper;tions (dates) V density unless noted otervise. V V V hereby acknowledgethat.l have read the applicationand.state that -, 1' at i 4 jVY)Vj. j -4 a r_ - - 1 V the informatin I have provided is correct and agree to comply with... all City ordinances and State laws regulating excavating and rading -and the provisions and conditions of any permit issued prsuantV9 All Under City Code Sec 11.06 170 this grading is REGULAR GRADING - will make City inspector inspections thisapplication.' . listed below: V - t4'J- V - - - D CONTROLLED GRADING - Private grading engineer shall Signature of Permittee •4 --' ' "V'' •V observe work, coordinate tests, make reports V V V V $ .INSPECTION - .. DATE . INSP. SIGNATURE V -Owner or authorized ageft V V V I nitial - site prep. ENVlRONMNTAL;CVLEARANCE - . V • V t If V prior Rough - to drains. V . i Date ElALogNO.- . . . ti'i4- Final - slopes planted V By- V Compaction reports rec'd. .. V -$ - . /&4 fcY -Grading-permit fee $ - Plan check f?e $. - Private engr. cert. rec'd. V V • - V by cZi. Copies: White-Office,Green-Building; V Perniit Expiration De _ - 4Yellow1nspctoi-; Pink-Permittee; Goldenrod-Finance V •V' THIS FORM WHEN PROPERLY VALIDATED IS A PERMIT TO DO THE WORK DESCRIBED - V .THIS PERMIT'IS VALID FOR A SIX (6) MONTH PERIOD - I V •V V - _-V _-- _V V -•--V -• - • V - __._L VVV - - Jeuo. /i1OA) R ar J t %,1A),bq1 c!:) Li') ,Q••Ø4 _ V ® /4467/cs , -<.••V. .J4qc/ tiJV' V ,4/ V qja- ,4cc5 (z L9/cLJ V frv.') iG . iz,e) -.e) V 04 irvèr1 yA 8O (. .P',• AC) * '• VC ,4,- iId V ç44 /jl JS V • 4t' P$**)t V V • • V V V - V • V. V I . frwt.. • mfr%,0?- V,#)p /f• V V V • • •. C-c4t) - V • 1-'. - 77-7y4t/C. • V • LI ROBERT PRATER ASSOCIATES Consulting Soil, Foundation & Geological Engineers 10505 ROSELLE STREET SAN DIEGO, CALIFORNIA 92121 (619) 453-5605 TO ZJ D THE FOLLOWING WAS NOTED: DATE 4-f--r7 -?,F- NO. 72- PROJECT ,4-b LOCATION CONTRACTOR OWNER WEATHER TEMP. ° at A.M. ° at P.M. PRESENT AT SITE I have inspected the materials exposed in the footing excavations for the > subject buildin4TS. The materials consist essentially of .. as anticipated in our investigation report. Accordingly, it is our opinion that the footing excavations have been carried to the proper depth and that the materials exposed are suitable for the support of footings designed in accordance with the recommendations presented in the '71.J/C4-. investigation report for the project dated z7f? f.ip4.4 dL/.Ect. 2/19/k Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and > practices. This warranty is in lieu of all other warranties either express or implied. J /0 C , -tJ.cj, f, V /J 1/3/A CI #3 I, 0 5/0 J (:I.41L, .J.,.,. ,/c C 0-1!02.0 C-41 - COPIES TO j IQ,DIJIOJIJ SIGNED GENERAL CONTRACTORS SORRENTO . . . . . VALLEY RD .• SUITE 209 SAN DIEGO CA 92I2i-i035 . ISI 27(,-3_,80 . •• LETTER OF TRANSMITTAL TO: CITY OF CARLSBAD DATE: March 3, 1987 S. ADDlESS:_2075 Las Palmas REF North County Plaza-Marshalis - Shops A, B, C, E, 'F, G, H, J & P CITY: Carlsbad, CA 92008 Jefferson St. No. @ Marron R Carlsbad, CA' 'ATTN: Riiilding Dept. . . . JOB #:_86-128 WE TRANSMIT: . THE FOLLOWING'' FOR YOUR: , Xil HEREWITH . CONTRACT PL,NSPECS - APPROVAL . . . UNDER SEPARATE COVER El SAMPLES . . . SELECTION S D VIA PARCEL POST SHOP DRAc'INGS •• . INFORMAtION & FILES L BY PERSONAL DELIVERY SUBMITTAL BROCHURES . USE PAYMEIN F PPL'C I .". El PROPOSAL . S E PROPOSAL REQUES'i - '' E AC1ION S fl FIELF)ORDER# ( Certificate of Conformance REMARKS We are forwarding herewith one (1). copy each of the Glu Lam Beam CERTIFICATE OF 'CONFORNANCE.#A 10835 with -attachments of four (4) sheets of Manufacturing Order dated 2/24/87 and A 10836 with attachments of seven (7) sheets of . , • Manufacturing Order dated 2/214/87, for your information and files on the • • • above referenced project. Permit #s 86-450A, B, C, E, F, G,' H & J • • • • , . 0 - '86-489 • - VERY TRULYYOURS, - S , • - cc: H. Felter, SGPA/1 • - B. McConnell', Hughes/i n_• _-• _ 5•S - Field/i ''--- _- _-- __ S • .5 Transmittals/1 Shirley Ateict"rojeàt Coordinator : •' • 0 • • • 4 . 5 - --. - imber Products Inspection, Inc. heieby certifies` that the products. ideñti- ". fled below and on attached sheets Nos. _7 are marked with :the ,..- - Official Mark of Timber Products Inspection, Inc (TP) and were manufactured • in conformanCe with applicable prOvisions.of AmericanNation&l Sta&lard A ANSI A190.1-1983, Structural Glued. Làminated'Timbër, Uniform Building CodeJ985, Section..2511,- and as mOdified by and that such .manufacture has been by -STANDARD STRUCTURES , INC. O in WINDSOR CA ,-which plant'has - a quality: control systm-' - approved by the InspectionBureau of-Timber Products. Inspection, Inc. ." and inspected by a full-time, resident inspector. of.th'e reau,peridically. ' A audited by a Bureau Supervisor, and Bureau management - • , The in these mémbers.omp1ies.with the mánufacturirig and fabricating provisions of Chapter 25 of the Uniform Building Code . Further, these described products were manufactured inonformance with: - tA theGold Seal Standard of Excellence as sum an on this certificate - I' - ., • • , . '.-, ' ..' - JOB NAME: •'NC .CTTYPL'AZA U ! JOB LOCATION:.MARRON RD & JEFFERSON -ST., CARLSBAD ,CA I' 0 . ;- CUSTOMER ORDER NO.: : - DATE:12/12 MFCR ORDER ho:: 5.0561 . a ORDER SPECIFICATIONS .Fb 2400 • - _.-.. : - - - . _SV,5 I 0 . ,- r t •.-- -. 5- '': ----- •.. Appearance 153 GLULAM BEAMS/1NDUSTR.EAL . . . - I' '1 1a • •, ...• - Adhesive EXTERIOR ' ' • -. - . t' cts 1% - - . . - .-•.. r "s" • -: - - - 0LD - - -. .. V •- - - - - signature I Title () C 1N PIP, ( 1)R Timber Products Inspection ,-Inc. GC)LIJ SEAL Date PER 24 1 97 Portland Oregon - - Standard-. -of .., . Tim berProduct.Unspection Inc., an, APPROVED COMPLIANCE . - . Excellence - AGENCY NER #275 (superseding ICBOAA507,originãlly dated, 1946), •., hereby that licensed certifies said company at its said plant is by Timber -. V.. . Products 'Inspection, Inc. tous'e the TP Mark in"respect of jrOducts . - which comply with applicable provisions of saidStandaid, that the adequacy' • Continuous- mixing of.liquidto ' of the quality control system in effect 'at said plant is daily inspected' andJ . liquid adhesive. Adhesives 'comply - ' veifid by the IetioriBurèau of TP and that in-the'judgement.o ,TP, - - , with ASTM D 2559-82. -, .' - - said company is capable of -complying with applicablê'rianufacturing and • Member cross-s&ctioii average - * testing provisions, of said Code,-Standard,.and Report'in respect ofproducts . - moisture content, 12%maximum. manufactured -at , said plant. TP guarantees that said manufacturer is - qualifled:to produce a pro4duct meeting ANSI A190.1-1983 ai'id that its - - - Proof loaded Tension Zones plant is daily inspected and verified by TP Inspection Bureau .. Certified Tension graded lumbr ' ' -, - to AITC 302 specification a ,Ai-,L~mbei 100 grader TP GOLD SEAL CERTIFICATE N A 10.836 certified by an ICBO - .-. -• approved independent agency. - • • Timber Products Inspection, Inc. -. P.O. Box 20455'9'Prtland,-Oregon 97220: 5 ..' -- - .' • ' V - • V a - '' . - - - - The glulam members of the job covered by this certificate are stamped with one of the following type quality marks. - . -,,A TYPICAL CUSTOM PRODUCT QUALITY MARK O cts1 4 44 - . COMPANY.. NAME Name or designation of qualified licensed Tr ANSI A190.i-1983 i 86 PROOF LOADED A19O Structural Glued Laminated - . - Timber. . .. (0LD s' END JOINTS .5 : TP NER 275 & • Indicates that the designated licensed plant * conforms to the GOLD SEAL Standard of Excellence and maintains an acceptable quality . control system which is continuously inspected by Timber Products Inspection Inc - t A TYPICAL NON-CUSTOM PRODUCT QUALITY MARK Identification of structural use, designated Q USE -GRADE \ by symbols: '. B—Simple span bending member \ C—Compression member cts I17. COMPANY --NAME,T—Tension member CB—Continuous or cantilever span bending member, Designates, appearance grade: 196') 86 1. 1 :: 00F\Ii ~zb ANSI Al 90.1 -1 983"Name or ] PROOF LOADED [ plant designation of qualified liënsed - . . Name of wood species used. TP. NER-275 ' I ENDJOINTS I Designates applicable laminating speci- fication and combination symbol for example: "117-8224F".or'117-823". Indicates that the designated licensed pJant. Indicates conformance to ANSI ' conforms to the GOLD SEAL Standard of A190.1-1983, Structural Glued * - Excellence anrttan acceptable quality Laminated Timber. JP.II E control system& which isJ continuously inspected . by Timber Products Inspection, Inc. , . . • - . . . For custom products, the details covering the-product are included in applicable documents. For non-custom products, essential details are included on the stamp. PA G E r OF 7 ANUF JG ORDER - 24-FE-Si 2 NO CIV PLAZA S-H -50561-RG-1 so Co PG.14-A2 NORTH COUNTY PLAZA . M.ARRON RD & JEFFERSON ST 619-4652770 CARLSBAD CA RES-COM BLDR INC 4 WEEKS 5120 GUILD STREET AFTER RECEIPT OF APPROVED SC- LA' MESA • CA 92041 F 0 3 ON TRK/J335ITE DRAWINGS BY SSI IND 2 tOM LAM COMB 24F ENDS BUND WRAP DOUG FIR ID MARK QTY WIDTH DEPTH LENGTH CANT L CAMBER RADIUS CANT R BOARD TAG ELEV L ELEV R FEET NUMBER P P31 1 5-1/8 21 25 1-5/3 1-1/8 800* . 358 1 P P32 1 5-1/3. 21 25 0-3/4 1 -1/8 800* 357 2 P ?3 1 5-1/8 21 25 0 1-1/8 300* 356 3 P P54 1 5-1/8 25-1/2 35 9 1-5/3 1200* 617 4 P PBS 1 5-1/8 25-1/2 35 9 .. 1-513 1200* 617 5 P P86 1 5-1/8 13-1/2 18 6 0-5/3 300* 170 6 P P37 1 571/8 18 13 6 0-3/8 1200* 227 7 P P3.3 6 5-1/8 18 20 6 1-5/3 00* 2153 8-13 P P39 2 5-1/6 19-1/2 25 9-7/8 3-7/3 1200* 683 14-15 P P310 1 5-1/8 12 8 0 . NONE 66 16 P P311 1 5-1/8 15-1/2 21 0 1-1/3 600* 236 17 P P312 1 5-1/6 18 20 0 • 1 600* 245 18 P P513 1 5-1/8 22-1 /2 23 8 0-3/4 1200* • 3.62 19 REOEVED COLLINS PAGE 2 CF 7. MANUFACTURING ORDER I S 24-F3-37 NO CTY PLAZA S-H-50561-RG-1 36-DEC-i.? SD CO PG.14-2 NORTH CCUNTY PLAZA MARRON RD 3. JE F FERSON ST 619-465-2770 CARLSBAD CA RES-COM BLOR INC 4 WEEKS 5120 GUILD STREET .AFTERRECEIPT OF,APPROVED SC LA MESA CA 92041 FOB ON TRK/JOSSITE DRAWINGS BY SSI IND 2 NOM LAM COMB 24F ENDS BUND WRAP DOUG FIR ID MARK QTY WIDTH DEPTH LENGTH CANT L CAMBER RADIUS CANT R BOARD TAG ELEV L ELEV R FEET. NUMBER P P814 1 5-1/3 16-1/2 ia 3 0-5/3 800* 205 20 - P P815 1 5-1 /8. 24 27 5 1 1200* 446 21 P P316 1 5-1/8 25-1/2 22 0 0-1/2 1600* 381 22 P P817 1 5-1/3 25-1/2 43 6 1 -3/4 1600* 750 23 P PS1A 1 5-1/3 22-1/2 25 0 0-1/2 2000* 382 24 P P828 1 5-1/3 25-1/2 30 0 NNE 4 10 51 25 P P829 1 5-1/8 22-1/2 30 0 NONE 4 10 457 26 P P830 1 5-1I3 21 31 6 0-3/4 1600* 2 10 . 448 27 P P331 1 5-1/5 22-1/2 31 6 0-3/4 .1600* 2 10 480 23 P P332 1 5-1/8 24 31. 3 . 5 10 0-1/2 2000* 508 2? ? P833 1 5-1/8 23-1/2 31 3 5 10 0-3/3 3000* 603 30 D 081 6 6-3/4 23-1/2 37 6 1-3/8 1600* H 5783 31-36 0 DB2 6 6-3/4 28-1/2 37 6 1-3/3 1600* 5733 37-42 5 5 RECEiVED S i*V03 ii87 S .: . coLLis . I : 0T i O OE R OF 4 2.-E3-E7 NO CTY PLAZA S-H-50562-RM-1. 86-DEC-12 NORTH COUNTY PLAZA MARRON RD , JEFFERSONST . 619-4o5-2770 C.RLSAD CA RES-C.OM BLOR INC 4 WEEKS 5140 GUILD STRET AFTER RECEIPT OF ApPROVED s. LA MESA CA 92041 FOE C TRK/JOES:TE DRAWINGS SY SSI I IND 2 N01 LM CC6 24F ENDS .UN WRAP DOUG FIR ID MARK QTY WLDT DEPTH LENTH. CANT L CMEER RADIUS CANT R E.OARD TAG ELEV L ELEV .R FEET NUMBE P P318 1 3-1/4 12. 2 0-1/2 2000* 200 1 P PB19 1 :3-1/4 13- 24 o 1-1/3 800* 200 2 P P620 5 3-1/4 13 2 6 0 1-1/4 500* 1057 3-7 P P321 .2 31/4 13 . 26 0 . : 1-1/4 300* 43 9 1 P322 1 3-1/4 13 . 26 3-1/2 1-1/4 0C* 212 10 P PS23 1 3-1/.4 19-1/2.26 D1/2 0-7/8 1200* 233 11 P . P32.4 2 3-i/4 13 24 9-1/2 0-3/4 1200* : 404 12-13 P P52 5 1 31/4 13-1/2 1.5 0 0-3/3 300* 92 14 P P 3 2 6 7 3-1/4 12 25 0 1-1/3 3 C* 1.424 15-21 P P 6 2 7 4 3-1/4 15 24 -1/.4 1-1 /3 300* 793 22-25 P P534 5 3-1/4 12 31 & . NONE 7 3 1230 26-30 P P635 1 3-1/413 31 6 0-1/2 1000* 7 3 256 31 D D35 20 3-1/4 21. 35 6 . 1-5/8 12.00* 6724 32-51. ECEP/ED () COLLINS -- a - — a -- - CivilStructural Engrn,,r, Land Surveyors • Planners IG SEPO219B7 Kiegge- Stevens & Associates, Inc. - - b A Sorrento Mesa Design Center - . . - 9909 Huennekens Street . . . Suite 110 San Diego, California 9121 -2928 (619)455-5225 . . . . . FA) (619) 452-5515 .. TELEX: 4931882 KSA UI . . -, -. SITE VISI.T REPORT NO. 4 • . . • 0• PROJECT: North County Plaza Bldg. P. . JOB NO.: .86012.55 --LIBJT: :-SGPA CONTRACTOR: Cot tins (434-1540) DATE OF VISIT: August 18,1987 e GI: .Dar.Werdowatz r The intent of the visit was to observe a construction variation from the contract documents.. • • . The variation was to detail 10/S6. Rather than, use full height 2x blocking over the double top plates, a plywood shear panel. was used.. Although only one side was visible , it appeared. to be satisfactory. The panel had studs at about 16" o.c. and the. A35's -. - were installed asrequred The nailing at the top plate from the: roof sheathing into thé..top pate. were not visible'., The nailing from the panel i,ntothe top plate should be 8d at 6" and the na I ing through the roof sheathing should be 10d ,at 6" 0 ,._ •.. ••- ,' 0 • -. . . S -. . . - : 0 •. - . . . . . . 0 0 • 0 - - . S - S -, Please notify Klagge—Sters.ens & Associates on which we will proceed. - . . of any-error Or Omissions as this report will be the basis - - 0 . • 35 LIagge Stevens Associates, Inc AUG 0 ' 3 H - S.G.P.A.. TELEPHONE MEMORANDUM PRO.ECT: North County Plaza Bldg. 'P' JOB NO.: 86012.55 BY: Dan Werdowátz WITH: Steve Hunnicut (Rescon Builders) DATE: July 30, 1987 TINE: 2:45 PHOtsE NO.: 452-1115 SUBJECT: 'HST' STRAPS ON LINES C AND F Though delayed due to apparent miscommunication, a solution to the problem at the 'HST' straps was reached. Apparently the wood top plates split or cracked when the strap was installed. We decided to strengthen the connection each place it occurred, although only one location was reported to have 'problems. . S Steve was requested to install the fol lowing hardware: 1. One 'S16224'strap each side at grids 5.4C and 5.5 F at the junction between 6x purlin and double top plate. (4 straps total). 2. One 'ST6236' at grids 4F and SF (2 straps total). 3. One pair of '11D2A between purlin through GLB on grid 5, 8 ft. north and 7 f south of grid C (2 pairs total). The abovehardware is all to be installed from below the roof. 7D7 Pisas• notify Klaggs—stsv.ns.& Assoc iatsa of any error Or omissions as, this report will b• ths basis On which we will proceed. . Civil/Structural Engineers • Land Surveyors • Planners 3111 Carninó oel Rio North. Suite 700. San Diego. CA 92108-1754 .(619) 282-8502 F1 111.1 'tt. 11ENDAS SHOW )1. WIRE R OR INESS COPPER PAN TILE - 11E. NI IIOII IN TILE COVER TILES ' crMcNI >" WIND-LOCK IS COMPATIBLE WITH ALL. FORMS OF TY1E-TY LOOP \ HOOK - 7.7xIZnew R OOF TILE FASTENING METHODS ' THE RINESS TILETIETM METHOD The Riness Tile-Tie' System (also known as Single Line Tile-Tie) is a labor saving device for tile attachment and a low cost alternative to the Twisted Wire Tyle-Tye System. Riness Tile Tie is U.B.C. approved for slopes of 2:12to12:12andcãTT —used with most clay . .... ___ Mission or clay Shingle Tiles. Use of the ties as directed results in a non- penetrated membrane and locks together the rows of tile to prevent wind damage, earth- quake damage or shifting of tile from other causes. . RIDGE OR UPPER The system Consists of interconnecting a END OF RINFS RUN series of preformed wire ties through the holes of the tile to provide a continuous an- . chorage against sliding off. Besides being - o- RIDGE anchored at the ridge and eave line the wire BOARD IWF fasteners. Use the wood deck anchor from required to avoid overstressing the individual DETAILS ANCHOR ties are anchored at intermediate points as (RINES NGL S '. TIP" ANCHORS RINESS TILE-\\ Hot I IN nailed. All anchors are given a coat of roofers . \ .. the Twisted Wire System or the special 9 TILE gauge Riness Anchor if the deck can be mastic to seal the underlayment. For added strength and in wind areas use the appropri- . ate size Wind Lock for all cover tiles or at . least the first three courses at the eave.. GAVE DETAIL WITH WIND-LOCK WIND LOCKS Also known as "Tile Locks." Wind Locks are BRASS 10 GA (ID?) COPPER 10 CA 11021 for use with clay roofing tiles to all slopes. . ..J' . A (5) STAINLESS STEEL (ON) They provide a locking device for the butt - WIND LOCK FOR1Av MISSION & 5 1(1 edge of each cover tile. Wind Locks achieve AUTOMAUCALLY ,. 'tj!Eç10 GA BRASS DR V GA GALV STEEL greater holding power and are used in high OLS SM A MEAD LAP UPER wind designated areas. Wind Locks are . -. WIND LOCKS ARE COMPATIBLE WITH ALL MEIHOOS OF.TILE RASTALLAJIORI compatible with all methods of tile attach- ment and.are U.B.C. approved for all slopes. sptciry r OR s '-"° LAP : - - - NAILS SINGLE LINE TWISTED WIRE HURRICANE CLIPS . Also known as Storm Locks. The Hurricane HURRICANE CUP Clip is a strap-type locking device for the . . side edge of several types of roofing tile. It - ... - (Also lou 2) - provides maximum, holding power when used . - in conjunction with Wind Locks and one of 0 0 the other Tyle-Tye Systems. Hurricane Clips are especially suited for concrete roof tiles. CONCRETE TILE - HURRICANE CUP Advantages of the Hurricane Clips include RIasslBga x excellent holding power and invisibility of the Fib mOIloaIdIrails 400 To wen a. t3ThiAg Usa long G&V&WM part after installation. Hurrican Clips are lunwWrAlp .on so Up U.B.C. approved for all slopes. 3 l,T I t- L-°' tJ!t)lI?IU I? I I I I ni I -- BN FORM 116 .•i.,..• BiA FORM 1466 . r I NSULATION. CERTIFICATION This is to certify that, in conformance with the current energy regulations (Cahforniq Adminis- Irative Code, Title 25, State of Callfornla* and approved plgns, insulation bus been rnstulled the building located at:A. CI(y 4 /14..4f '-Ca.nty (J SU.oi No (it $tu.t i.ui Number Tct N i •1• DESCRIPTION OF INSTALLATION sI ., . . •... :' :; ROOFS - Type of MaterId Manufacturer Thacknesc R Vlue* EXTERIOR WALLS . . . Type of Materi4 1hig1a Brts Manufacturer 0W C0ri.&_.Th;ckne/2/y R (Or irod. nre) . . .. ... . .• CEUJNGS z. B Type of ATTS MateriaL_1?ibergis ]3attb Manufacturer._.QLefls-00rr1 fl&_1hlckne$$._21L_K cj (Or Trade home) ..r . I .I.. Sq Ft Covered BLOWN i.,. Type of Material-M4nufacturer Thicknçs No ags , . . (Or Trade Memo.. .. •. ... .. . .. ...... .. . :. SWt./ag Sq. ft. Covered ' R Value**_____ . FLOOkS ' Type of MateriaL........ Manufacturer Thickness R VIu*! d (Or Trade Memo) LA ON GRADE Type of MknoL._____________________ Manufacturer..... Ttucknes.........R VaIge' (Or Trade Name) Width of lnuIation _______- inches I fOUNDATION WALL$ (if required) ' t Type of Mat riaf Manufacturer _Thacfqess (Or Trade., Name) MARKS (If deslred)\ -- - 411, I General Contractor . çoualder) - License Number . . .. . i .' • -". '*.- • By.. Title Date...... __. $ub.Contractr (Insulation Applicator ).._ UNITED CALl FINSULAT ION Ucense .Nuper 2 3 4 28i .- (inyul.tion try t) (Slat. SAM if same as Gam.rei Contractor) VICE PRI Afft '411 (Cttlrn/Jtdmnhi.uih. Cod. £n.reo4ns510llon Standards, d.clarer EXCERPT from Sec. 19875 of fba $oglfh clt çfyry c.e4. of the oto;, • Compluu)tc Upa, complut OIl 00 th. lnlfallat'on of Insilt, on a cord of California I . 'L. curaifyln V I lbs Insulation has been Installed in conformance _jfl• ,.qol,o s of those roe long shall b. completed and s.Iod by . 1 •... • • _. "No c.rliticase of occepuncy or sImilar etllficollan thor u rsn1y con. the ln,slatsn ajrplicalor and by lite brtlid.w. hl. in.oiIion compllascó- slr.;s4 hold. m.i.t. apadinshl hoi.. lien, or othi r.nld.ntial card shall be posted of 0 COnsPlco0w locution ,ilhlo the 41111n5.') dw.11inii It hobilobl. shall b. lsss.d by yoch a building d.porlmornt I - .•;.__•. ( h. k Value Is O meats,, of the ,.ilslunc. Of 0 r501s al or b lId ro oal.i the. structure at least ,ailsfl,, Me mlnms.m .n.qyy Insslotiei ' standards established pvrsuonf 00 this ctscplr compass I I. the passage at heal The resislance value iii) of moss ryp. 4 In) iit sss 4hail not Intlude any soloe for roflscllo. acing.) , 1 ; 4.. &rm 116-.,.© BUILDING NEWS, INC., 3055 Overland Ave., Los AllgeIes, Calif. 90034-4213) 870-987 . . • ,.). . BUILDING INDUSTRY ASSOCIATION OF CALIFORNIA lNC.15718everiyBIvd., Los Angeles, Calif.90026_-4213)625-5771 .t Rev. 1/86 WHITE: Suspense BLUE: Water District. GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire FINAL BUILDING INSPECTION . . . . . . . .4. .5 . PLAN CHECK NUMBER 86-154 DATE 11-6-87 County Mall PROJECT NAME"No 185O )rrQn Rd ADDRESS PROJECT NO.: UNIT NUMBER: _________________ PHASE NO.: TYPE OF UNIT bldg rnuld tenantNUMBER OF UNITS John . CONTACT PERSON: CONTACT TELEPHONE all 4pt INSPECTED . . -,0(- •. . DATE ) / BY: . •, INSPECTED: ___________ . APPROVED , DISAPPROVED INSPECTED DATE BY INSPECTED ___________ APPROVED DISAPPROVED INSPECTED . . •: DATE . . . . BY:, - . . . INSPECTED: APPROVED ,. DISAPPROVED 4 . . . . . , . COMMENTS: . . . ll• .5 . . .5 S. 5' • •• .5 5. - •5 5-. 5 • S • . S S S 5 • . .5 • S S . • ._• 'S 5 • • S S S S • S S S S : 5 5 .. ' S S • Rev. 1/86 'WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire - FINAL BUILDING INSPECTION RECEIVED NOV 'O 9198? PLAN CHECK NUMBER: DATE: 1167 PROJECT NAME: No Ct4aI ADDRESS: 1050 Marron Rd PROJECT NO.: UNIT NUMBER: PHASE NO.: TYPE OF UNIT: shop b1dj multi tenrdNUMBER OF UNITS: - CONTACT PERSON: John CONTACT TELEPHONE: 41540 :. all dept . . INSPECTED DATE INSPECTED: APPROVED DISAPPROVED UINSPECTED DATE BY-.-. INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: . - -INSPECTED: APPROVED - DISAPPROVED - - = COMMENTS: - - - - -: - -I - Rev IVA . 1/86 1186 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire - FINAL BUILDING INSPECTION . 4 . PLAN CHECK NUMBER 86-154 DATE 11687 PROJECT NAME No County IMaI1 ADDRESS 1850 Marron Rd • . PROJECT NO.: ______________ UNIT NUMBER:. PHA . TYPE OF UNIT shop bldg multi tenantNUMBER OF UNITS • . John : . . '. 2I CONTACT PERSON: ' TE/\IANrE . . .. D E . . ' ERTMCP CONTACT TELEPHONE: 434-1540 . . . . . . • . . S all dept INSPECTED . • DATE .. . /• BY: • INSPECTED: ___________ APPROVED t./ DISAPPROVED INSPECTED . . :DATE • . . . ......: . . . • INSPECTED: . APPROVED ______ DISAPPROVED INSPECTED . DATE . . . ...'•i . . BY: • INSPECTED: - APPROVED. DISAPPROVED 'COMMENTS: - 23O,iV 34 ~11 QA 4• .;-•.•__. . - . ,. . . • ' .- .. . . . . - ' . Rev. 1/86 WHITE: Suspense - BLUE: Water. District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire . . • . , -. . .-. . FINALBUILDING INSPECTION PLAN CHECK NUMBER: 86154 •DATE: 11687 . PROJECT NAME No County Mall ADDRESS 1850 Marron Rd PROJECT NO.: UNIT NUMBER: PHASE NO.: 'TYPE OF UNIT: :shop bldg multi tenant OF UNITS: CONTACT PERSON: John . •. :• CONTACT TELEPHONE 434-1540 all dept S INSPEC!(/ INSPECTED/19f7 APPROVED DISAPPROVED ' INSPECTED . DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE .' . . BY: INSPECTED: APPROVED DISAPPROVED COMMENTS: . - 5,' 0 'rn . . . . .. 0 • Rev. 1/86'WHITE: Suspens BLUE: Water-.District GREEN: Engieering CANARY: Utilities PINK: Planning GOLD: Fire r - •- , . .- -.. . ,....•.• , 4.. 4. . 4 _0 4 ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560- 1.468 APPLIM DATE: I Th _________ JURISDICTION: [)PLAN CHECKER FILE COPY PLAN CHECK NO: j 4-J1 OUPS PROJECT ADDRESS: (I ((O /Zrzo PROJECT NAME: BLo. 1\)i(a-1+ a .' The plans transmitted herewith have been corrected where necessary and substantially comply with the -jurisdiction's V V building codes. The plans transmitted herewith will substantially comply fl •with the jurisdiction's building codes when minor deficien- cies identified V - are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on -the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The check list transmitted herewith is the jurisdiction's V copy for your information. The plans are being held at V Esgil Corp. .untilcorrected plansare submitted for recheck. fl The applicant's copy, of the check list isenclosed for the - V jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil staff did not advise the applicant cont.ct.pe.rson that V V plan check has been completed. V Esgil staff did advise applicant that the plan check has been completed. Person contacted: V Date contacted: TelephOfleV# V 0 REMARKS: V V V * BY: V ENCL: V ESGIL CORPORATION V V V * V 0 ESGIL CORPORATION - 9320 CHESAPEAKE DR, SUITE 208, SAN DIEGO. CA 92123. ., (619)560-1468 . DATE . . DAPPLIANT JURISDICTION: CHECKER C flFILE COPY PLAN CHECK NO: DUPS * . "• U DESIGNER PROJECT ADDRESS: E4i o -/0. iF isoq . .. PROJECT NAME aZ~- 1orzn4 CoLnjr-' L4-zA The plans 'transmitted herewith havebeencorrected where D necessary and substantially com1y with the jurisdiction's * building codes. . . The plans transmitted herewith will substantially comply with the jurisdiction's building.codes when minor deficien- identified S - cies . are resolved and checked by building, department staff. . .. The plans transmitted herewith have deficiencies .significant identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. • The check list transmitted herewith is the jurisdiction's copy for your information. The plans are being held at Esgil Corp.. until corected plans are submitted for recheck. The applicant's copy of the check listis. enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of. the check list has been sent to: S Esgil staff did not advise the applicant contact person'that W plan check has been' completed.' . . . . Esgil staff did advise applicant thattheplancheák..has . ". been completed. Person contacted: .. . ... .• Date contacted: . . . Telephone '# - -. REMARKS:CPR cr1OIL Ltr flrS rr-.J .: . • .• iC-L jn)C- 1jc9 njt 6r C O~ZaC-(_110N DLrn- : BY ENCL ESL CORPORATION 1+4N,71 TO_ PRN13& CITY OF C4 D 0 APPLICANT COPY tc5 HOTEL C\&UTF4 lcrrx' COPY A-L) D1EjC4u. 92.lO3 . OPLAN CHECKER COPY - [:]FILE COPY COMMERCIAL PLAN CORRECTION SHEET Plan Check Number - t Site Address --t— or M A gxao.i 9. Owner (u+es 4ca-riL Cc 'rr- 1 Ii Building Code Applicable 1982 UBC Occupant Load .Stories__________________________________ Occupancy B - Z Use ' Type of Construction •V- Sprinklers: No Allowable Floor Area 'S4- 000 Actuall.4B15 Basis for Area Increase _ScZ\'J Remarks__2Z V 15r2. r1QJ \ OL'. Date Plan SubmittedTuiZ 4(\3 ,p Date-Plans to Plan. Checker . IC Date Initial Plan Check Completed By_________________________ Applicant Contact Person Cuci-i ' Tel-. 2.s7 0(31 FOREWORD: PLEASE READ ' I. ' This plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code,' Uniform Mechanical Code, National Electrical Code and State laws regulating noise attenuation and access for the handicapped The plan check is based on regulations enforced by the Building Inspection Division. You may have other corrections based on laws and ordinances 'enforced by the' Planning Department, Engineering Department or other departments. For information regarding those departments, please 'contact those departments. ' The items 'listed below require.plan clarification, modification'.or change. All items have to be satisfied before the' plans' will be' in conformance with the cited codes and regulations. Per Section 303(c), 1982 Uniform Building Code, the approval of the - plans does norpermit the violation of any state, county or City law 4.' Pleasèsubrnit two sets of corrected plans and enclose a copy of this,list with your notes indicating where corrections wer.e made i.e. sheet, detail, etc.. Return corrected plans and documents to Esgil Corporation at 9320 Chesapeake Dr , II 208, San Diego, CA 92123,(TeI (619) 560-1468) or to the City Building Permit Counter 1' "-I P. Corridors serving 30 or more occupants ' See attached details for approved shall have walls and ceilings of one- methods of providing one-hour hour construction except: corridor construction. Corridors greater than 30 feet )4. When two exits are required, dead end wide when the occupants or areas corridors and exit balconies are limited served by the corridor have an - to 20 feet. Section 3305(e) exit independent from the cor- y,( Exterior exit balconies Cannot be ridor. . located in areas where protected Exterior sides of exterior exit openings are required. Section balconies. Section 3305(9) 3305(i) Y. One-hour fire-rated corridors shall have EXIT SIGNS door openings protected by tight-fitting smoke and draft control assemblies rated . Exit signs aTe required for exits 20 minutes, except openings in interior serving an occupant load exceeding walls of exterior exit balconies. Doors 50. Show all required exit sign shall be maintained self-closing or be locations. Section 3314(a) automatic-closing by action of a smoke i/ detector per Section 4306(b), doors shall . Show that' exits are lighted with at be gasketed to provide a smoke and draft least one foot candle at floor level. Section 3313(a) seal where the door meets the stop sides and top. Section 3305(h) ,'8. Show that the power supply for exit / Total, area of all openings, except illumination and exit signs is doors, in any portion of an interior . provided by two separate circuits. - corridor, shall not exceed 25 percent (Occupant load exceeds 50 in I of the area ot the corridor wall of the occupancies, 100 in H occupancies room which it is separating from the and 300 in all others). Section corridor. Such openings shall be pro- 3313(b)l tected by fixed, approved 1/4 inch thick wired glass installed in steel frames. 1. Show separate sources of power for Section 3305(h) . •. exit illumination and exit signs. (Occupant load exceeds 999 in A-1, Duct penetrations of fire-rated corridor 500 in A-2/2.1,-150 in churches, walls and ceilings shall, have fire dampers 100 in I's,. 500 in 8-2 occupancies). Section. 3313(b)2 per Section 4306(j). •• Viewports in 20 minute rated corridor The exit sign locations as shown doors Cannot exceed 1 inch in diameter are not adequate, and must have 1/4 inch thick glass and metal holder that will not melt at 1700F. ELEVATORS 1f Section 3305(h) Provide notes and details to show Provide a complete architectural section the elevator will comply with of the corridor, and exterior exit balcony. Sections 5101 through 5105. showing all fire-resistive materials and details of construction for all floors, GLASS AND GLAZING walls, roof and all penetrations. Section 3305(g) 7. Specify on the window schedule the glass type and -thickness to show Ceilings of combustible materials cannot • compliance with Table 54-A and B. be suspended below the one-hour corridor ceiling. Section 3305(g) - 17. Glass in doors or within 12 inches of doors is required to be safety ) Corridor walls may. terminate at the ceiling glazing. Section 5406(d) only if the ceiling is an element of a one- hour fire-resistive floor or roof system. . /4- Glass in exèess of 9 sq.ft. with the Section 3305(9) ' , lowest edge less than 18 inches above a walking surface shall be safety glazing or shall have a horizontal member not less than 1-1/2 inches in width and located between 24 and 36 inches above the, walking surface. u La) OS C zTTh \) L. fs ___ ThgLt 33-A. -ri o'C 1O2 mOc2 c d- -ro 'rvi WC) . i9'0 0 C YU'5flu cfl O)t) 2.sr ' 0 C) ('/\ -t2. (4' • V\ o CO M 9L.' cLcG uj . GwZai C)o€ CZ*eA 0 , fl)dt (5. 1 i-- - e9 M7 m-cO I2JY) vv1 4142 cc) v'A L 'I- II ROOF A fire-retardant roof covering is / required. See exceptions, under Section 3202(b) 1 6. Specify roof pitch. 7. Roof pitch is not' adequate for roof. I' covering specified. Specify minimum pitch of 1,0. Specify roof material and application. Specify ICBO, UI. or other recognized iisting'approval number.for roof mater- ials not covered in-UBC. 17 . Specify roof slope for drainage or design to support accumulated water. Section 3207(a) 171 Show roof drains and overflows. Size drains per Appendix 0 of UPC. Section 3207(a) 14. Show the legal basis to allow roof / . drainage to flow on to'the adjacent property. i.;4'. Draft stop roof/ceiling area, 'attics.' I mansards, overhangs, false fronts and similar to limit area to 3.000 sq. ft. or 60 LF (9,000 sq.ft. and 100 LI', if / sprinklered). Section 2516(f) 1/4. 8-2 and 8-4 occupancies with over 50,000 sq. ft. of undivided area and H occupancies over-15,000 sq.ft. of single floor area shall have smoke and heat vents per Section -3206. i$. Provide skylight details to show com- pliance with Section 3401 and 5207 or provide ICBO or other recognized approval listing. Provide plastic roof panel details to I show compliance with Section 5206 or provide ICBO or other recognized approval listing. ' P17. Show attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of attic area if a least 50 percent of the required vent is at least 3 feet above eave or cornice vents. Section 3205(c) 17 . Provide a minimum 22" x 30' (or 30" x 30" 'if equipment is in attic) attic access opening. Section 3205(c) FIRE. EXTINGUISHING Fire sprinklers, are required on any story or basement whenthe floor area exceeds 1,500 sq.ft. and there is not provided at least 20 sq.ft. of opening entirety above the, adjoining, ground in each SO lineal feet or fraction thereof of exterior wall on at least one side, or when openings are provided on only one side and the opposite side is more than 75 feet away. Section 380,2(b) Fire sprinklers are required in a basement 1' if any portion of a basement is more than 75.- feet. from openings in an exterior wall. Section 3802(b) Fire sprinklers are required at the top. of-rubbish and. linen chutes and in their terminal rooms. Chutes extending through 'three'or..rnor'e floors shall have additional, sprinkler heads installed within such chutes at alternate floors. Sprinkler heads shall be accessible-for servicing. Section 3802(b) i4. Fire sprinklers.are required in retail sales rooms where the floor.area exceeds 12,000 sq.ft. on any floor or 24,000 sq.ft. / on all floors. Section 3802 'Provide fire sprinklers_______________ Section 506, 507; 508 or'3802. See also Jurisdiction Ordinance. )I'4. When serving'more than 100 sprinkler heads, automatic 'sprinkler' systems shall be super- vised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal 'at a constantly attended location. Provide class standpipes per Section 3807. A first 'story as allowed by Section 702 shall be included in determining'the number of stories when -determining if standpipes are required. Section 3806 TITLE 24 HANDICAPPED ACCESS AND ENERGY CONSERVATION 186 Pro,ide notes and details on'the. plans to show' compliance with the enclosoed Handicapped Access and Energy Conser- vation check lists. 16. LL'Ot 00 I2 ELi) t,D Q ' &) ''W y L17 \- 13 r- Y'v Tt+ftii7 Pr :'O Lou) ?o' r ___ p WiJ5 1 - \)(mLprr1o1.1) F1CC.L3 V) +t12 r-'r - 6 -rrA C. h1Et7 qi1) 9 1G1 9P (cc(si ID,i L' + -c4. . "-z- vtQY-vrlL I - 199. Dimension foundations per Table 29-A. S*IStN of RAXWO by m4 flCkNIU 0 PCPC*IIO•I cm 0 FOOTWO l.Q.Ifl.,S(DSUPPORM I n,ess OF OThQ PTh ULOW I OJ' WMACI JI*T1ON' cCCIT5 MA1CV I • 6 6 Ii 6. 12 2 S S 13 7 IS 3 10 to IS 5 24 2 0. Show foundation sills to be pressure treated, or equal'. Section 2516(c.)3 Show foundation bolt size 'and spacing. Section 2907(e). 2 . Specify size. ICBO number and manufac- turer of power driven pins. Show edge - and end distance and spacing. Section' 306(f) 2. Show-size, embedment and location of I hold 'down anchors on. foundation plan. Section 2303(b)4 /4. Note on the plan that hold down anchors must be tied in place prior to founda- tion inspection. ' Show adequate footings under all bearing ( walls and shear walls. Section 2907(d) 29g. Show stepped footings for slopes steeper / - 'than .1110. Section 2907(c) 2p4'. Show minimum 18 inch clearance from grade - - - f ' to bottom of floor joists and minimum 12 inch clearance to bottom of girders. -' Section 2516(c)2 - 2,14. - Show pier,size, spacing and depth into undisturbed soil.' Table 29-A 7,4'9. Show minimum under floor access' of 18 inches f by 24 inches. Section. 2516(c)2 ' - 2],1. Show-minimum under floor ventilation equal / to 1 sq.ft. for each 150. sq..ft. of under floor area. - Openings shall be as close to-corners as practicable and shall provide cross ventilation on at least two approximately opposite sides. ' Section 2516(c)6 - 411. Speeify..that posts embedded in concrete / shall be pressure treated per UBC Standard No. 25-12. Section .2516(c).1 , CIS ijr FOUNDATION . . ,4. Provide a copy of the project soil .f report prepared by a California licensed Civil Engineer.. The report shall include foundation design recommendations based on the engineer's findings 'and shall comply with UBC Section 2905. Specify on the foundation plan or , / structural specifications sheet the soil classification, the soil expansion index and the design bearing capacity. of the foundation. 18 . 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 recommen- dations in the soil report are properly incorpor- ated into the plans. (when required by the soil report) 0. The foundation plan does not comply with I. the following soil report recommendation(s) for this project:-, . 1. Provide notes on the foundation plan / listing the soils report recommendations for foundation slab and building pad preparation. . . - 19 . Note.on the foundation planthat:"Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the Building Official in writing that:. a. the' building pad was prepared .,in accordance with the soils report; ' b. the utility trenches 'have been properly backfilled and compacted, and; .c. the foundation excavations, forming , and reinforcement comply with the soils report and approved plane. ' /3. Provide spread footings for concentrated loads designed for 1.000 psf soil bear- ing or per bearing value as determined by an engineer or architect. Chapter 29 Show heightof all foundation walls. / Chapter 23 ' 1 . Show height of retained earth on all' / foundation walls. Chapter 23 196 Show-distance from foundationto edge of cut or fill-slopes and show slope and heights of cuts and fills. . Chapter 29 Note on the plans that wood shall be 6 inches above.finish grade. Section 2516(c)7 - 19 . Note on plans that surface water will drain away from building and show drain- age pattern' and key elevations. Section 2905(f) H I POLICIES. AND - PROCEDURES . . . NUMBER 80-6 SUBJECT ROOF MOUNTED EQUIPMENT EFFECTIVE : 05-01-84 ,' SECTIN: BUILDING DEPARTMENT . -• 80-6 (09-10-80) SUPERSEDE'S:80_6 (05-01-81).- PURPOSE: PROVIDE INSTALLATION STANDARDS FOR ALL ROOF MOUNTED EQUIPMENT AND PENETRATIONS. ON. COMMERCIAL AND INDUSTRIAL BUILDINGS. INTENT: A. Maintain roof integrity. ,. . . . . B. Prevent hazardous condition to firemen who must fight fire on the roof. . . . . . . . .. C. Provide an installation that is aesthetically, sensitive' to the building and the adjoining properties.' . POLICY:, 1 All equipment shall be concealed from view and the design* shall meet the approval of the Planning Department. . All equipment shall 'be specifically designed and approved for 4 . . . exterior use and shall be approved by the City of Carlsbad Building . Department. . . All roof mounted equipment shall be on a platform which shall be an integral part of the roof--flashed and-waterproofed. When a screen i's approved, it'shall have as few roof connections as possible and be structurally adequate. All electrical, plumbing, mechanical duct work and related piping shall be -inside'the building and not on the roof. Al] connections related to equipment shall ,be made in the same roof opening on the - platform or meet the approval of the City of Carlsbad Building . Department. , Sewer vents shall be .brought,to one main v,ènt:below theroof and have one penetration where-restrooms dr other plumbing fixtures are back to back or in -the gthieral proximity.- Air exhaust fans and other equipment shall be within the building , and .use the same roof opening-where restrooms and other equipment- . , are back to back or in general proxThiity. 6; Existing bui1diigs and equipment, remodel:' or replacement, shall meet - the above regulations or shall have the approval of the City of Carlsbad Building Department. . . ' 7.L Where new, equipment is installed, unused or abandoned equipment', ,including all roof mounted piping, electrical, mechanical, duct,. - . and other related appurtenances shall be removed from roof and unused openings properly sealed to maintain..roofir)tegrity. . *The architect should, through design, conceal the heating/ACLUrit arid other ' equipment whether they are on the roof or elsewhere Initiated By:,'' Approved By -' - - • Mart Oren - -'• - ' . -' ' . - City -Manager.r ;- • ' TITLE 24: DISABLEDACCESS REGULATIONS [NON—RESIDENTIAL CHECK LISTJ AT' EACH CIRCLED ITEM, NOTE THE PLAN SHEET THAT SHOWS THE CORRECTION, A. WALKS AND SIDEWALKS (SEC. 2-3325) I. Walks and sidewalks: shall have a continuous com- mon surface, not interrupted by steps or by abrupt changes in level exceeding Vs inch. and shall be a minimum of 48 inches in width. Surfaces with a slope of less than 6 percent gradient shall be at least as slip-resistant as that described as a medium salted finish. Surfaces with a slope of 6 percent gradient or greater shall be slip-resistant. Surface cross slopes shall not exceed '4 inch per foot. Walks, sidewalks and pedestrian ways shall be free of gratings whenever possible. For gratings located in the surface of any of these areas, grid openings in gratings shall be limited to Vs inch in the direction of traffic flow. When the slope in the direction of travel of any walk exceeds 1 vertical to 20 horizontal it shall comply with the provisions for Pedestrian Ramps. Abrupt changes in level along any accessible route shall not exceed Vs inch. When changes in level do occur, they shall be beveled with a slope no greater than 1:2 except that level changes not exceeding ¼ inch may be vertical. When changes in levels greater than Vs inch are necessary they shalt comply - with the requirements for curb ramps. Walks shall be provided with a level area not less than 60 inches by 60 inches at a door or gate that swings toward the walk, and not less than 48 inches wide by 44 inches deep at a door or gate that swings away from the walk. Such walks shall extend 24 inches to the side of the strike edge of a door or gate that swings toward the walk. - 9. All walks with continuous gradients shall have level areas at least 5 feet in length at intervals of at least every 400 feet. - B. HAZARDS (SEC. 2-3326) 1. Warning curbs. Abrupt changes in level, except between a walk or sidewalk and an adjacent street or driveway, exceeding 4 inches in a vertical dimen- sion, such as at planters or fountains located in or adjacent to walks, sidewalks, or other pedestrian ways, shall be identified by curbs projecting at least 6 inches in height above the walk or sidewalk surface to warn the blind of a potential drop off. When a guardrail or handrail is provided, no curb is required when a guiderail is provided centered 3 inches (plus or minus one inch) above the surface of the walk or sidewalk; the walk is 5 percent or less gradient or J no adjacent hazard exists. p tJ) 2. Overhanging Obstructions: Any obstructions that 1' overhangs a pedestrian's way shall be a minimum of 80 inches above the walking surface as measured from the bottom of the obstruction. C. PARKING (SEC. 2-7102) I. The following table establishes the number of handi- capped parking spaces required: Total Number of Number of Handicapped Parking Parking Spaces Spaces Required I. 40 .......1 41 80 ........2 81.120 .......3 121-160 .......4 161.300 .......5 301-400 .......6 401.500 .......7 over 500 . . . . . . . I for each 200 additional spaces provided When less than 5 parking spaces are provided, one shall be 14 fct wide and lined to provide a 9 foot parking area and a 5 foot loading and unloading area. 2. Physically handicapped parking spaces shall be lo- cated as near as practical to a primary entrance. If only one space is provided, it shall be 14 feet wide and hued to provide a 9 foot parking area and a 5 foot loading and unloading area. When more than one space is proided in lieu of providing a 14 foot wide space for each parking space, two spaces can be provided within a 23 foot wide area lined to provide a 9 loot parking area on each side of a 5 foot loading arid unloading area in the center. The min- imum length of each parking space shalt be 18 feet. In each parking area, a bumper or curb shall be pro- vided and located to prevent encroachment of cars over the required width of walkways. Also, the space shall be so located that a handicapped person is not compelled to wheel or walk behind parked cars other than their own. - Pedestrian ways which are accessible to the physi- cally handicapped shall be provided from each such parking space to realtcd facilities, including curb cuts or ramps as needed. Ramps shall not encroach into any parking space. EXCEPTIONS: 1. Ramps located at the front of physically handicapped parking spaces may encroach into the length of such spaces when such encroachment does not limit a handicapped person's capability to leave or enter their vehicle thus providing equivalent facilitation. Surface slopes of parking spaces for the physically handicapped shall not exceed 'Ia inch per foot in any direction. Entrances to and vertical clearances within parking structures shall have a minimum vertical clearance of 8 feet 2 inches where required for accessibility to handicapped parking spaces. Handicap parking identification signs shall be provided as required by Section 2-7102(e) in the following locations: On the pavement within each required park- ing apace At the entrance to the parking facility. D. SANITARY FACILITIES (SEC. 2-511) 1. Where separate facilities are provided for non-handi- capped persons of each sex, separate facilities shall be provided for handicapped persons of each sex also. Where unisex facilities are provided for non- 'handicapped persons, such unisex facilities shall be provided for the handicapped. 2. Where sanitary facilities are located on accessible floors of a building,- they shall be made accessible to the physically handicapped. 3. Passageways leading to sanitary facilities shall have a clear access width as specified in Chapter 33. All doorways leading to such sanitary facilities shall have: A clear unobstructed opening width of 32 inches. A level and clear area for a minimum depth of 60 inches in the direction of the door swing as measured at right angles to the plane of the dour in its closed position, and 44 inches where :he door swings away from the level and clear area. 4. Multiple accommodation toilet facilities shall have the following: a) A clear space measured from the floor to a height of 27 inches above the floor, within the sanitary facility room, of sufficient size to inscribe a circle with a diameter not less than 60 inches, or a clear space 56 inches by 63 inches in size. Doors other than the door to the handicapped toilet compartment in any position may encroach into this.space by not more than 12 inches. b). A water closet fixture located in a compartment shall provide a 28 inch wide clear space from a fixture or a 32-inch wide clear space from a wall at one side of the water closet and a 48 inch long clear space in front of the water closet if the compartment has an end opening door (facing _- the water closet). A 60 inch minimum length clear space shall be provided in acompartinent ( ( .(\ 1 with the door located at the side. Grab bars shall not project more than 3 inches into the clear spaces as specified above. 9 tJ)glow ( c) A water closet compartment shall be equipped with a door that has an automatic closing device, and shall have a clear unobstructed opening width of 32 inches when located at the end and 34 inches when located at the side with the door positioned at an angle of 90 degrees from its _IYI1 closed position. Except for d o and door swings, a clear unobstrucca accçsot to w tar 102305 PACE 2 of a water closet compartment shall be not less that 48 inches as measured at right angles to com- partment door in its dosed position. Single accoew.odation toilet facilities shall have the following: There shall be sufficient space in the toilet room for a wheelchair meas- uring 30 inches wide by 48 inches long to enter the room and permit the door to close. The water closet shall be located in a space which provides a 28 inch wide clear space from a fix- ture or a 32 inch wide clear space from a wall at one side of the water closet and 48 inches of clear space in front of the water closet. In an existing building a single accommodation toilet facility may have the water closet fixture located in a compartment which provides a clear space of not less than 36 inches wide by 48 inches long in front of the water closet. Grab bars located on each aide, or one side of the back of the physically handicapped toilet stall or compartment shall be securely attached 33 inches above and parallel to the floor. Grab bars at the side shall be at least 42 inches long with the front end positioned 24 inches in front of the water closet stool and grab bars at the back shall be not less than .36 inches long. The diameter or width of the gripping surfaces of a grab bar shall be VA inch to 11A inch or the shape shill provide an equivalent gripping surface. If grab bars are mounted adjacent to a wall, the space be- tween the wall and the grab bars shall be 1½ inches. A dear floor space 30 inches by 48 inches shall be provided in front of a lavatory to allow a forward approach. Such clear floor space shall adjoin or overlap an accesible route and shall extend into knee and toe space underneath the lavatory. Where urinals are provided, at least one shall have a clear floor space 30 inches by 48 inches in front of the urinal to allow forward approach. Were facilities for bathing are provided for the public, clients or employees, including showers, bathtubs or lockers, at leapt one such facility shall comply with the handi- cap access standards in Section 2-51](a)9. 1/4 inch thick identification symbols shall be provided on doors to sanitary facilities. A 12 inch triangle for men and 12 inch dia- meter circle for women is required. WATER CLOSETS (SEC. 5-1502) l The height of accessible water closets shall be a mm. imum of 17 inches and a maximum of 19 inches measured to the top of the toilet seat. Flush controls shall be operable by an oscillating handle with a maximum operating force of 3 lb or by a remote low voltage button. The handle or button shall be located so they arc operable without requiring excessive body movement. URINALS(SEC. 5-103) Where urinals are provided at least one elongated rim at a maximum of 17 inches above the floor is required. Flush controls shall be hand operated, and shall be mounted no more than 44 inches above the floor. C. LAVATORIES(SEC. 5-1504) Lavatories shall be mounted with a clearance of at least 29 inches from the floor to the bottom of the apron with knee dearance under the front lip ex- tending a minimum of 30 inches in width with 8 inches minimum depth at the top. Toe clearance shall be the same width and shall be a minimum of 17 inches deep from the front of the lavatory. Hot water and drain pipes under lavatories shall be insulated or otherwise covered. There shall be no sharp or abrasive surfaces under lavatories. Faucet controls and operating mechanisms shall be operable with one hand and shall not require tight grasping, pinching or twisting of the wrist. The force r-quirrd to activate controls shall be no greater than 5 lb. Lever-operated, push-type and electronically controlled mechanisms are examples of acceptable designs. Self-closing valves arc allowed if the faucet remains open for at least 10 seconds. H. DRINKING FOUNTAINS (SEC. 5-1507, 2-511) The drinking fountain shall be a minimum of 18 inches in depth and there shall be clear and unob- structed spaces under the drinking fountain not less than 27 inches in height and 18 inches in depth, the depth measurements being taken from the front edge of the fountain. A side approach drinking fountain is not acceptable. The bubbler shall be activated by a control which is easily operated by a handicapped person such as a hand-operated lever type control located within 6 inches of the front of the fountain, a push bar control along the front of the drinking fountain, etc. The bubbler outlet orifice shall be located within 6 inches of the front of the drinking fountain and shall be within 36 inches of the floor. The water stream from the bubbler shall be substantially parallel to the front edge of the drinking fountain. Where water fountains are provided, they shall be located completely within alcoves, or otherwise positioned so as not to encroach into pedestrian ways. I. DOORS & HARDWARE (SEC. 2-3301, 3304) All primary entrances to buildings shall be made accessible to the handicapped. Hand activated, door opening hardware shall be centered between 30 inches and 44 inches above the floor. Latching and locking doors that arc. hand acti- vated and which are in a path of travel, shall be oper- able with a single effort by lever type hardware, by panic bars, push-pull activating bars, or other hard- ware designed to provide passage without requiring the ability to grasp the opening hardware. Locked exit doors shall operate as above in egress direction; Doors to individual hotel or motel units shall oper. ate similarly, except that when bolt and unlatching operation is key operated from corridor or exterior side of unit door, large bow keys (2 inch) full bow or l'A inch (half bow) shall be provided in lieu of lever type hardware on the corridor side. Separate dead lock activation on room side of corridor doors in hotels or motels shall have lever handle or large thumb turn in an easily reached location. Width and Heights. 1. Every required exit doorway shall be of a size as to permit the installation of a door not less than 3 feet in width and not less than 6 feet, 8 inches in height. When installed in exit doorways, exit doors shall be capable of opening at least 90 degrees and shall be so mounted that the clear width of the exit ' way is not less than 32 inches. For hinged doors, th opening width shall be mea- sured with the door positioned at an angle of 90 degrees from its closed position. At least one of a pair of doors shall meet this opening width require- ment. Revolving doors shall not be used as a required entrance for the physically handicapped. Maximum effort to operate doors shall not exceed 8.5 pounds for exterior doors and 5 pounds for interior doors, such pull or push effort being applied at right angles to hinged'doors and at the center plant of sliding or folding doors. Compensating devices or automatic door operators may be utilized to meet the above standards. When fire doors are required, the maximum effort to operate the door may be increased not to exceed 15 pounds. Construction. The bottom 10 inches. of all doors except automatic and sliding shall have a smooth uninterrupted surface to allow the door to be opened by a wheelchair footrest without creating a trap or hazardous condition. Where, narrow frame doors are used, a 10 inch high smooth panel shall be installed on the push side of the door, which will allow the door to be opened by a wheelchair footrest without creating a trap or hazardous condition. Thresholds shall not exceed ½ inch in height. B. Where turnstiles are used a door or gate that is accessible to the handicapped shall be provided within 30 fret. 9. There shall be a level clear area on each side of an exit or passage door. Provide 60 inches clear in the direction of the door swing and 44 inches on the side cop; osite,th-e door swing direct ion. Measurements are to be at right angles to the closed door. 102385 Date Jurisdiction______________ P-repared by; o Bldg. Dept. VALUATION .AND PLAN CHECK' FEE U 'Esgil PLAN CHECK NO._ BUILDING ADDRESS 6,o' 2cn4 /Ro14 APPLICANT/CONTACT cC)ra-t1S D2ytg PHONE NO. 10r BUILDING OCCUPANCY:.- DESIGNER DESIGNER PHONE___________ TYPE OF CONSTRUCTION N CONTRACTOR PHONE___________ BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER VALUE 1...' _______ -jç @' oco -_•. _.(iXz accvy 1L __qnto VIA L-r1 'Air Conditioning Commercial ___________ @ 8O •. Residential Res. or Comm. Fire SDrinkler 7 0 Total Value • S Fee Adjusted To Reflect ', 0 Energy Regulations (Fee ,x 1.1) 0 Handicap d Regulations (Fee' x 1.065) - 8uj1djr Permit Fee. • S '•• ' •••• Plan Check Fee $ COMMENTS: • ' - S - ' • '. S ' S S • 8/4/82 5 STATE OF CALIFORNIA—THE RESOURCES AGENCY - GEORGE DEUKMEJIAN, Governor CALIFORNIA COASTAL COMMISSION SAN DIEGO COAST DISTRICT - 1333 CAMINO DEL RIO SOUTH, SUITE 125 . ti SAN DIEGO, CA 92108-3520 - , (619) 297-9740 SGPA Planning & Architecture ' V P.O. Box 33326 V San Diego, CA 92103 . V NOTICE OF ACCEPTANCE Date: June 4, .1986 -' Applicant Hughes' Investments 'V ' V .. V. -i ,Document or Plans: Grading Plan V Drainage Plan V V Landscape Plan - V S Submitted in compliance with Special Condition(s) No'(s).1,2 & 4 V of Coastal Development Permit No. 6-86-55 V • V V -V 'V. •, VV • • Material submitted in compliance with said Special Condition(s) - : of your development permit has been reviewed by the District V V Director and found' to fulfill the requirements of said V ' condition(s). Your submitted material and a copy of this letter have been made a part of the permanent file. ' V V • • . Sincerely, - V Tom' Crandall : • '•. V • - - ' V • • V District Director V • (0732L) V V V • , V ' • V V V • • - V - t V • V ,. STATE OF CALIFORNIA—THE RESOURCES AGENCY GEORGE DEUKMEJIAN, Governor CALIFORNIA COASTAL . COMMISSION COASTAL DEVELOPMENT PERMIT NO. 6-86-55 SAN DIEGO COAST DISTRICT 1333 CAMINO DEL RIO SOUTH, SUITE 125 . Page 1 of 4 SAN DIEGO, CA 92108-3520 . S (619) 297.9740 On April 9, 1986 , the California Coastal Commission granted to Hughes Investments this permit for the development described below, subject to the attached - Standard and Special Conditions. . Description: Construction of an approximately '152,000 sq. ft. retail center in - - eleven buildings with a maximum, of two' stories on a vacant lot .located next to Buena Vista Creek and approximately 100 yards ' - from Buena Vista Lagoon. Lot Area 16.9 acres Building Coverage 150,000 sq. ft. (20%) - Pavement Coverage 476,164 sq.' ft. (65%) . -. - Landscape Coverage . 110,000 sq ft. (15%) - , Parking Spaces . 805 Zoning C2Q Plan Designation Regional Retail Intensive - Ht abv fin grade 35 feet Site: NortIwest corner of Marron Rd. and Monroe St., Carlsbad, San, .- Diego County. APN 156-301--05, 11 .& 13 - . , .• ' Issued on behalf of the California ,Coastal Commission by - - - - , PETER DOUGLAS - • Executive Director and - IMPORTANT: THIS PERMIT. IS NOT VALID ULESS AND UNTIL A COPY OF TH PERMIT WITH THE SIGNED ACKNOWLEDGEMENT HAS BEEN' RETURNED TO THE COMMISSION OFFICE. - - . - ACKNOWLEDGEMENT - - ' - The undersigned perrnittee acknowledges. .' .- - " .- receipt of this permit and agrees to - ' - abide by all terms and conditions - - - thereof. - - S •f S - -. -.. •, S .• ' _____ Date Si t e of.Permittee .0 COASTAL DEVELOPMENT PERMIT NO. 6-86-55 'Page 2of 4 STANDARD CONDITIONS: Notice of Receipt and Acknowledgement. The permit is not valid and development shall not commence until a copy of the permit, signed by the permittee or authorized agent, acknowledging receipt of the permit and acceptance of the terms and conditions, is returned to the Commission office. Expiration. If development has not commenced, the permit will expire two years from the date on which the Commission voted on the application. Development shall be pursued in a diligent manner and completed in a reasonable period of time. Application for extension .of the permit must be made prior to the expiration date. Compliance. All development must occur in strict compliance with the proposal as set forth below. Any deviation from the approved plans must. be reviewed and approved by the staff and may require Commission approval. Interpretation. Any questions of intent or interpretation of any condition will be resolved by the Executive Director or the Commission. Inspections. The Commission staff shall be allowed to inspect the site and the development during construction, subject to 24-hour advance notice. Assignment. The permit may be assigned to any qualified person, provided assignee files with the Commission an affidavit accepting all terms and conditions of the permit. Terms and Conditions Run with the Land. These terms and conditions shall be perpetual, and it is the intention of the Commission and the permittee to bind all future owners and possessors of the subject property to the terms and conditions. . SPECIAL CONDITIONS: . 1. Grading and Erosion Control. The applicant shall comply with the following conditions related to grading and erosion control: A. Prior to the transmittal of the permit, the applicant shall submit final grading plans approved by the City of Carlsbad to the Executive Director for review and written approval. . All grading activities shall be prohibited within the period from October 1st • to April 1st of each year. Prior to commencement of any grading activity, the 0• permittee shall submit a grading schedule which indicates that grading will, be completed within the permitted time frame designated in this condition and, that any variation from the schedule shall be promptly reported to the Executive Director. . . . . COASTAL DEVELOPMENT PERMIT NO. 6-86-55 Page 3of 4 SPECIAL CONDITIONS - continued: All permanent runoff and erosion control devices shall be developed and installed prior to or concurrent with any on-site grading activities. All areas disturbed but not completed during the construction season, including graded pads, shall be stabilized in advance of the rainy season. The use of temporary erosion control measures, such as berms, interceptor ditches, sandbagging, filtered inlets, debris basins, and silt traps shall be utilized in conjunction with plantings to minimize soil loss from the construction site. - Drainage Plan. Prior to the transmittal of the coastal. development permit, the applicant shall submit a drainage plan for the project. The plan shall show how all runoff from the impervious surfaces of the development shall be collected and directed away from thea creek banks and towards : appropriate discharge points. This plan shall besubject to the review and written approval of the Executive Director. Maintenance. Maintenance of the drainage facilities required in Special Condition #2 shall be the responsibility of the applicant. If after inspection, it is apparent repair or maintenance is necessary, the applicant .• shall contact the Commission office to determine whether permits are necessary. 4 Landscaping Plan Prior to the transmittal of the coastal development permit, the applicant shall submit a detailed landscape plan indicating the type, size, extent and location of all plant materials, the proposed irrigation system and other landscape. features. Drought tolerant plant * materials shall beutilized to the maximum extent feasible. Said plan shall be submitted to, reviewed by and approved in writing by the Executive Director. Emphasis shall be placed on the screening and breaking up of the parking area Sign Program. Prior to the erection of any signs for the aproved development, the applicant shall submit a comprehensive sign program, documenting that only one directory sign, not to exceed 15 feet in height, and facade signs are proposed. No other tall or free-standing pole signs shall be allowed. Said plans shall be .subject to the review and written approval of the Executive Director. Conveyance of Wetland Restoration Site. Prior to construction the applicant shall submit evidence that the title for the property located at'thc northwest corner of Jefferson Road and Marron Road has been, conveyed to the California Department of Fish and Game pursuant to Coastal Development Permit #6-82-255 - PAGE 1 OF_L APPROVED DISAPPROVED PLAN CHECK# L (ttp of (tar1ba FIRE DEPARTMENT PLAN CHECK REPORT 1200 ELM AVENUE CARLSBAD, CA 92008-1989 TELEPHONE (619) 438-5523 PROJECT \/Lth./ At ADDRESS Ai,, 1. ARCHITECT S (- PA ADDRESS PHONE OWNER 4uc*Lp' tJtwT ('i'uMT,. c,4.,ADDRESS PHONE 7J4'-7ç9. 1. 00CUPANCY ___________ CONST. 7 t'J R. TOTAL SQ. FT. 114 7' STORIES 7 SPRINKLERED 0 TENANT IMP. APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING CORRECTIONS: PLANS, SPECIFICATIONS, AND PERMITS Provide one copy of: floor plan(s); site plan; sheets Provide two site plans showing the location of all existing fire hydrants within 200 feet of the project. Provide specifications for the following: ._ 4. Permits are required'for the installation of all fire protection systems (sprinklers, stand pipes, dry chemical, halon, CO2, alarms, hydrants). Plan must be approved by the fire department prior to installation. 5. The business owner shall complete a building information letter and return it to the fire department. FIRE PROTECTION SYSTEMS AND EQUIPMENT _.i.. 6. The following fire protection systems are required: TI Automatic fire sprinklers (Design Criteria: tIFi/ I I ( cirE l4C/ - 0 Dry Chemical, Halon, CO2 (Location: '0 Stand Pipes (Type: - Fire Alarm (Type/Location: ......i..... 7. Fire Extinguisher Requirements: '1 One 2A rated ABC extinguisher for each f- OOC) sq. ft. or portion thereof with a travel distance to the nearest extinguisher not to exceed 75 feet of travel. An extinguisher with a minimum rating of ________ to be located: 'I Other: (\,4't'r'p.Apr) (,.., rroa,jr - 8. Additional fire hydrant(s) shall be provided 1 EXITS _X. 9. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. _L.10. A sign stating, "This door to remain unlocked during business hours" shall be placed above the main exit and doors t)JL.,., iirL. i4 A.*J ,Ah1,CAr,#.J? ;t;f:t-# OD4/i2'#- EXIT signs (6" x 3/4" letters) shall be placed over all required exitts and directional signs located as necessary to clearly indicate the location of exit doors. GENERAL ..JS _...12. Storage, dispensing or use of any flammable or combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code. _L13. Building(s) not approved for high piled combustible stock. Storage in closely packed piles shall not exceed 15 feet in height, 12 feet on pallets or in racks and 6 feet for tires, plastics and some fammable liquids. If high stock pil- ing is to be done, comply with Uniform Fire Code, Article 81. .....14. Additional Requirements. Av- f,ctu',-/) TA HA t',: ,- cM)'. i PI.I,.?ii/ ( /',a OF c 7/,— 10 15. Comply with regulations-on attached sheet(s). Plan Examiner Report mailed to architect _______ Met with -- -- - -- -- Date ,1 AttaEh to Plans --- I CONSULTING MECHANICAL ENGINEERS U© L: SGPA PROJECT: North County Plaza BUILDING DEPARTMENT: City of Carlsbad REF: #2149 DATE: 02/27/1986 ZONE: 7 STATE ENERGY CONSERVATION STANDARDS (CAC TITLE 24) RE: STANDARD DESIGN CERTIFICATION I have reviewed the plans, and the required supporting calculations and data being submitted for the proposed Shopping Center (occupancy), non-residential building at Carlsbad, CA (site) for SGPA (client) and the design submitted substantially conforms with CAC Title 24, Divisions 4 through 9 (Sections T20-1490 through T-20-1542) for the following: [X] Forms (1, 2 & 3) Design of the Building Envelope [ I Forms (4 & 6) HVAC System and Equipment I ] Form (5) Electrical Distribution and Lighting [ ] Form (7) Service Hot Water Heater I I Form (8) Life Cycle Cost of Electric Resistance Heating aniel E. Siskowic, P.E. Professional Engineer California Certificate No. M23244 ItJ 7777 ALVARADO RD., SUITE 513 • LA MESA, CA 92041 • (619) 464.1549 I BUILDING DATA FORM, BUILDING ENVELOPE COMPLIANCE FORM I 1 PROJECT TITLE:' NORTH COUNTY PLAZA DATE: 02/25/86 PROJECT DESIGNER: SGPA DOCUMENTED BY: P.J.H. LOCATION: CITY OF CARLSBAD REF: 2149 I SITE DESCRIPTION Location Code Number.' 1 157 - Latitude 2 33.2 Degree Days - Heating 3 2092 SF, Solar Factor 4 122.7 I : DELTA T, (ASHRAE Design Temp. - 78F) 5 6 BUILDING DESCRIPTION I Occupancy Type. Code Number 6 74 Gross heated floor area, sq. ft. 7 14375 Number of floors 8 1 Ground floor perimeter, ft 9 560 J Longest diagonal dimension at ground floor, ft. • 10 213 Height, ft. 11 10.0 WALL Surface Areas Area Opaque Wall 12' 5882 Area Window 13 1958 RM Area Door 14 0 • Total AOW 15 7840 Heat Transfer Coefficients ** Wall Assemblies vary U Wall 16 0.059 in composition; See WINTER U Window 17 1.10 Form 2 for areas • 'U Door 18 0.000 and U-values - . ., U Wall 19 0.059 'SUMMER U Window 20 1.040 U Door 21 0.000 J Shading Coefficient of Glass SC 22 1.00 Weight of Wall Construction, lbs/s.f. U 23 12 Mass Correction Factor MCF 24 1 I! '. Ecuivalent Temperature Difference ' TDeq 25 44 'ROOF: Surface Areas • • • Area 'Opaque Roof 26 14375 Area Skylight 27 0 • Total AC)R 28 14375 1........' ' • 7. Skylights 29 0.00 Difference of line 27 and 5% of line 28 30 0 of line 26 and line 30 • • ' - 31 14375 IL • " • • ' ' • 1. S " • • • ' '•"" • I; BUILDING DATA FORM, BUILDING ENVELOPE COMPLIANCE Page 2 Wd ra REF$t: 2149 Heat Transfer Coefficients U Roof 32 0.05 U Skylight 33 0.00 S U Roof 34 0.05 Shading Coefficient of Skylight SC 36 0.00 Mass Coefficient MC 37 1.00 Absorptance Coefficient AC 38 0.79 FLOOR Floor Area over unheated space A Floor 39 0.00 U Floor 40 0.00 HEATING DESIGN CRITERION Standard UOw 43 0.429 ] Standard UOr 44 0.100 S Standard UOf 45 0.245 Maximum Allowable UC) 5 46 0.216 S Proposed UOw 47 0.319 Proposed UOr S 48 0.047 Proposed UOf 5 49 0.000 Proposed UO (Must not exceed line 46) 500.143 COOLING DESIGN CRITERION Standard OTTVw. S 51 31.60 Standard OTTVr 52 4.10 Standard C)TTV 5 53 13.8M ProposedOTTVu.' : 54 31.45k Proposed OTTVr - 55 1.52 Eli 2 Proposed OTTV (.Must not exceed line 53) 56 12.086 Form 2 MATERIALS DATA FORM . V I . V BUILDING ENVELOPE COMPLIANCE V Project Tide., North County Plaza Documented H Location C&t1 sbad CA Date 2-27-86 Project Designer._SGPA . V V • V Chocked by V Ref. #2149 WIN V V • V . Wall V Wall Type l (See form3A). V V V V : Weight of wall construction, Ib/ft2 (see Sec. 4.1.8) V W1-1 12 V V Heat Transfer Coefficient (see Sec. 4.1.8) . 01 2 .059 - . V . •. Surface Areas (attath sheets to document any additional .. Orientation 3 North V . compass orientations) V V V Area .4 7 Orientation 5 East Total Area 5882 V . Area. 6 _2617 V . . .MCF = 1. 0 : . . Orientation 7. South V TDeq =. 44 V V V Area 8 782 Orientation 9 West. Are lo- 1521. Wall Type 2 V V Weight of wall constructions lb/ft2 Heat Transfer Coefficient V . U 12 V . . . Surface Areas (Attach sheets to document any additional Orientation 13 V V V compass orientations). V . Area 14 : . V . . . . V . . . Orientation 15 Area 16 Total Area . . . Orientation 17 -. V . . . . . Area IS V TDeq go V Orientation 19 Area 20 Wall Type 3 V Weight of wall construction, lb/ft2 . . V W3, 21 V . V Heat Transfer Coefficient . . . 03 22 V V . . . . . Surface Areas (Attach sheets to document any additional Orientation 23 compass orientations) . V . Area 24 Orientation 25 Total Area . . V . . . . Area 26 MCF . • V V . Orientation 27 V TV. • :TDeq .... .. . V 'Area 28 . Orientation 29 V V Area 30 I MATERIALS DATA FORM - BUILDING ENVELOPE COMPLIANCE P.9. 2 of F o,m 3 PROJECTTITLE North County Plaza Ref. 442149 Wall Type 4 - Weight of well construction. 1bfft2 W4 31 - Surface Areas (Attach sheets to document any additional U4 32 compass orientations) Orientation 33 - • iArea 34 _____ Jim Total Area -Orientation 35 MCF V Area 36 - TDeq - Orientation 37 - • - Area 38 0 Orientation 39 Area 40 Glass Type l Single clear Shading coefficient (from Table 3 of Appendix I or mfrt. data) 41 Heat Transfer Coefficient (from mfrs. data) 42 1. 1 :.• - - 0 Surface Areas (Attach sheets to document any additional Orientation 43 North compass orientations) Are. 44 ____228 ______ Orientation 45 East Total Area 1958 Area 46_113 Orientation 47 South • Area 408 1, 4 0. 8 Al • &nUt•ion 49 West Area 50 1209 -Glass Type 2 Shading coefficient (from Table 3 of Appendix 1 or.mfrs. data) 51 Heat Transfer Coefficient (from mfrs. data) 52 Surface Areas (Attach sheets to document any -additional Orientation 53 - : • -. compass orientations) - Are. 54 - • Orientation- 55 Total Area Area 56 -- • - Orients0on 57 - 0 ..AreaS8 - Orientation 69 1:. Area 60 - •. 4•. Glass Type 3 - Shading coefficient (from Table 3 of Appendix 1 or rnfrs. data) 61 Heat Transfer Coefficient (from rnfrs.data) 62 Surface Areas (Attach sheets to document any additional Orientation 63 0 compass orientations) Are. 64 - - - Orientation 65 - Total Area . 0 - -Area 66 • Orientation 67 -' Are.68 Orientation 69 Are. 70 4 •0 0 • S • 0• • I MATERIALS DATA FORM - BUILDING ENVELOPE COMPLIANCE Pp.3 o Fem 31 RDJECTTITLE North County Plaza Ref. 42149 * Glass Type 4 I Shading coefficient (from Table 3 of Appendix I or enfri. data) 71 41 Heat Transfer Coefficient (from mfrs. data) 72 Surface Areas (Attach ubeets to document any additional OI.riu*on 73 compass 0rentatoru). Ar.. 74 Orlenutlon 75 7". lotal Area . A.. . 76 OrIentation 77 Area 78 ' 4J .• . Orientation 79 Ar.. 80 Roof Type l See form 3C Weight of roof construction. 1bFft2 (see Section 4.1.8) 81 10 Heat Transfer Coefficient (see Section 4 1 8) 82 047 Surface Area (Attach sheets to document any additional roof types) 83 14375 Skylight Area 84 J Skylight Shading Coefficient (from Table 3 of Appendix 1) 85 Skylight Hut Transfer Coefficient (U-value) 86 Floor Floor Type I (floors over non-air conditioned spaces only) Weight of floor construction 1b/ft2 (see Section 4.1 8) 87 FM Hut Transfer Coefficient (see Section 4 1 B) 88 Surface Area (attach sheets to .document any additional floor types) 89 lift Doors Surface Area 90 HetTransfer Coefficient (Uvalue see Table 4 of Appendix 1) 91 go FM p I : . I PROPOSED CONSTRUCTION ASSEMBLY AVERAGE U-VALUE (Design) pro.ct title climate sons RESIDEPmAt. Form 3A (Rev, 9)) LnTormInI *gs_ug•. Only - building permit number — W*ect - CheCked by Ref. 2149documsntationsutho date date List of Construction Components , R-Value (for section between framing members) of Components i.h/&l 06 tW? WttLk110I-1 i.oO - " -': 8/• H Sketch of Construction Assembly - 6 (I Framing Size a 7 Framing Spacing Lko.c. 8. Inside Surface Air (Use Table 2 Design Values) 9.. Outside Surface Air Film (Use Table 2. Design Values) II'. Check one: Total Thermal Resistance (RT) 5 £/ I] Floor • sum of the above I Wall 0 Ceiling/Roof AVERAGE U VALUE OF ASSEMBLY If W.I!. check, tits tpptoprlate weigh?: 0 _____ = ______ Btu/(hr. • W • °F) 3$ foss then 25 Framing R1 from 25 to 40 lb/ft2 Factor above We bs LJVakie for heat load caicJiatlon 0'greater than 40 lb/ft2 / a -===- I PROPOSED CONSTRUCTION ASSEMBLY RESIDENTIAL AVERAGE UVALUE (Computer Simulation) Form 3 C . '.,.. Enforcement project Vile cflmste zero billing permit number - project . S chpoksd by documentation author deli Ref. #2149 .. Ustof Constructi6iri Côthponete • R.VatuP liar .ctiori between framing members) .' of Compnents 1.33 . -0f •_______ 2. o.5"1J70d 3.5 A;r Space •.: 0. g o 4. C .LVt4 /czfg'O// 0 5 US 9 EN 0 E 0 CL)P1Cr .. 1.23 Sketch of Construction Assembly . .. - . Framing Size ..2.... a i11. 7 - Framing Spe0ing .z±Lor- . 8. Inside Surface Air Film 0 Cl (Use Table 2. Performance Vilues) e. Outside Surface Air Film ' (Use Table 2. Performance Values) Check one Total Thermal Rerietance (RT) - 0 Floor . • . sum of the above 0 Wall Ceiling/Roof AVERAGE U VALUE OF ASSEMBLY If Well, check the appopriate weight: S iu;than25 ..o -- = ,O7 Btu/(hr • W• °F) Framing ftT from . . . ctor 0 25 to 40 lb/ft' above Lbe tils LWalus for Code O çr.et.r than 40 lbfltt • 4,: . - ''4 ,... ,; 4,-.. . 4. ' 4..- —, •.: .' ' -;: . : , ,--.. . • .-' . ,. •', '. a . - - ,• . *4 '4 4 4 4 '•,• — .1 - 4 . , 4 - . ''4 4 •4-4 • ..--*. - ',.'.'-. (- . - . ': -f? . •. ' 1* - * 42.'% -4 4 5.4 4 4 ';_, 4,•, 1' - 4 .'__•'44 5. J 4 4 '' . : , -. - - ,f- 'L .4 ' - - • *'4' 4 - .ir' -. 4 * '. 45 4 P ' t41 4 .4 '7 - a*?'i a - s •'a' ., ' . ' OPN ''-.'.21'. .'4 -4,4# •-. 4*-a. ,,,,, , ... , '4•--,.- •,' 4 - - 4, .4 t?.,. '-4"a.44_ ...... I,'4$44 a. " — a ' ' " -, .•,• 4 444 - •..: . ..'a- -,. • 4 '4. '44* ._ 44, , :.4 '! •' .44 '4,, • - 4 ,-, 4 -- . -- - ".4r .'. ,,, 8--,*.4 _, •, 4 4 "' ' . - • . 4 - Kiagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners :3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY OR(.v' DATE PROJECT____________________ SHEET NoOF_ REV. DRLAJ DATE 4.0 JOB No. _6OI2 CLIENT________ NOTE No. _L. SZS,i,c CA 5> S vasvi :Ico ILoo /c.J33 CS 0, /L/ W (70 + /0 + 9 4 2/0 +57S /94 II /6 +(2.'7).03*c. (i7 .c)) - Ia-f W/I (Lc') (70 25 75 r 70t 75 7 2c + 6 /5 70' (4b4 19kp1) (7') ('1xo 3?4 qs) gy / Y,/. Roo -(-c vo t c' 69'6O (PLAN) F/a-1 Rooc (70 0 7g6c 752O+/0A2J) 'c_ Tile zoo-C 13+2:.t3) / Kiagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors* Planners :3111 Camino del Rio North, Suite 700 San Diego CA 921081754 (619) 282-8502 BY Oi DATE Z/S' PROJECT SHEET Noi!OF..... REV. DATE • JOB No. 96'01 2... CLIENT__________ NOTE No._L- 5E/5'1/- Coi'*. : P/A P/I 11676/Ir /J_ WROOF 'O '(/s/2.) // - 7o(ii-/) cj 539' (7 116 C%c (/1)17 - Zoo (6) 7 = 1-li..15, g6 Jr V(oi)w 9-Z q3 i c.. & BorM D/RECr/OA/5 V= 9'2,.q 30,6 V/,iys'c .c6-q pi4L Kiagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY ORt./ DATE 2.J9 PROJECT SHEET No2017..._ REV. DATE- JOB No._F60/2- CLIENT________ NOTE No. _I- SHEAR VJAtL- 4-1AS I ANCHOR or5 AG V iq6071 34" 0' A 9 V 2630/2 x / 3.3 - I 7W9' 5/,4Pc0,ai Hooij Cop/,ç.S Cap V 0/A PH. He16.4'r) C 392 5-c'? 7(?) C(530 í.c c, /4/q6'5- PLyw000 SH7-G PLY (in) -y (p/I:) '1 J7 3"' /2 _px L '31 x I 2. 12 2 /2. 770 AK (ia) FAI HO A M/'CL7x u. L/z 7 @32', 4'CO C ) • 2. ii • 2.'i'" 6/S '/2.' COX q " /6 7e7 .1 /4 fr4 3x -#vd, , b/ocI'7 hoIIc-'c rc(vl-e /) poil Klagge*Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors* -Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619)282-8502 BY DR' DATE .c/e PROJECT SHEET No,OF_ REV. DATE JOB No._£'foi2- CLIENT_________ NOTE No________ A,B, iYPipT c/VP. IT T.,@J-000 A0 A0 77-u/i . /qs' T (FCJLI CONe) fl A0pA0 xEP 'FAc.7o ¶f : A0 A0 x (o6/)- C54 PEOAf7 (P RTJC Ove 1) ________ • T4. ,q k * . • /3q/,3 q7k OK -09 I-ID q v e. 2/" E/18 '--: , .j• 1* CtpA(3x6),7).x2-c0)c/.7s.xi.33 3GA'6" ' • •. '. • • .I 0.2.31? , (- 2A3) ; 7. - /.02 O.'c3G Kf.33 ______ * • - • . .-*(• •. Klagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors* Planners 3111 Camino del Rio North, Suite 700 San DiegdCA 9210871754 (619) 282-8502 BY P..W DATE 2-196 PROJECT____________________ SHEET NoLOF— REV.—DATE JOB No. _t'612_ —CLIENT ________ NOTE No._- SH4/z I"/AL-tS 37 ' /- - 1 , V,- g7-93 I 14P&4 i 41 A -6000'e DPW- / = °/0 £cro4/ PR4 /70k .- L7RA6 3 1( W / f / AREA 7- rS Ij 33t3' S2'7/ V-277o ( I 0/ - 'L,, 27.72. = 4 I k / I - - AREA .3 I., A =3710 --F i3 Ll9/, V - 21.06K P6 V3 /q 3 Ic / Yi/3/2./20.3 ••• S ( •S/? 'i" 2q' 0SQ OY/IOlt Gj'/ Cckp b I1 1-45Ver -1-briG//A -thQ 2 cJ'i -o as , Kiagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors• Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY 2RW DATE 2/'6 PROJECT SHEET No 620F. REV. DATE - JOB No. _ CLIENT________ NOTE No. Z_ Ave. - Vi'- /2//1 3/c A giO 14.-e VrRAAfe Arp& L - 111AR1( /-z 1,6-5 2.G2 3/0 p/ 4 t1F V® VL /2 - k Arec-& 3 V® - V3. 17 ' 2O p 17c V ox V/-2 4c-w 3/s,i,C d -y® V1 /2/37' 1-161 B (v, -i V) /z /q,' —7S3 p/ (v24 v),'2,',' - 7/7 ph p = V3 /2../q' = 33 p/f 4 .1 1 Klagge• Stevens & Associates, Inc. Civil/Structural Engineers! Land Surveyors! Planners 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY PR-1 DATE 3/PG PROJECT SHEET No-63 REV._DATE_____ 'JOB No._PGO/Z. CLIENT_________ NOTE No, ________ 0/09p FOCe.c AE4 I j/ /7 ¶ V (r6'/t)J/7 7 AA 2- P= [ V2 V (6 /J')3/73' 3 oc' AeA 3 /VS : C v (i ' /') J /32-' 6,5-0 ' Tk' P -[ V (so/r)J/55 237 COMB A/s Vr (73-18)] /)77' SPL-ICE5 /6 d 1,511.753- /.3 3 /2 2x ''Y V- 7i0/33 - 4 or - V ?30x /33 2x V- 9/3-* / >3 /77 1A - gf 3x V /5-73-)(/33 209s" 2x 6 2.s ii .7 '/000w - 7 ' - 2 2S('55-I)A650 f,33- 972" 36' j6t I ,r/OOO A - 3 6 s y1Oc7x Klagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY PRE DATE 3/% PROJECT SHEET NoiOF_ REV. DATE___ JOB No..O/2 CLIENT NOTE No.L PL4rES CAPC / ry. . 37?6' I- 4 'ø .Jr.: H X6 _$7'11,6 6. 112 ',: . 3.6 a '3SO f : 3 q 763 * ... IC? - i 6 cc /7 O' lL - * Jlcafj L)OOd -t4'5l;,, • . 90 Vt red. 4164e5I NL7 T,-We S, 3'4 - Was Cov4s,/eyf i 1 C'&C.41y Cm/c..f ,c . p be/li' S .• I S1eI•. :. 5, •• - . • 1 - .5 4 - . I,. 4 Kiagge. Stevens & Associates, Inc. Civil/Structural Engineers* Land Surveyors* Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY I2RW DATE -3/9'6 PROJECT____________________ SHEET NoOF_ REV. DATE_____ JOB No. _I'Oii CLIENT_________ NOTE No. _t- 5,A4,e. TO15R S V PP07 sj 7' LA T FO RCE [Al [ocioJx.o 320?" 2.o x/q zcrl?o ' .•. . • /1AR¼ S/1OT S1 D, [3//' 4'o/jc A f3,f - • • - . .-. - - • • - -.•- • - .• -ç ' • . • , . . Kiagge. Stevens & Associates, Inc. Civil/Structural Engineers' Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY DRt'-' DATE 3/6 PROJECT SHEET NoOF_ REV. DATE JOB No. _ -WO /2. CLIENT_________ NOTE No_1. WALi. )' P1 j,I j,l CA (J ' x 17,4- /'x I/ . / 'c (wi) /-c 0. ,5D0 'Y P z7 .' ("i24/s) be -1 2O (I33--2')± qcf c1= Cor,1r F7 -5- To -.css* jp/,1' Os/I) f Use 2/a9- L//2 4 WA L L T YP 'r P, P. o) 75 c I (x,o so I P 33 /q5..k P t Y -7/7 " or - 717 = 1/ /7 I WALL- (J TYPXr 7 &2- f'xI2-4- c'xzot /1/ 1, 11 z 2.03 p gg,3 cL/'q5/ 1k ,_-,_- — . •-_(, - /117/0 - 3763 ' 370' Y %'6/ or-t07' se /2cZ4 uJ/Z? PROJECT NAME: NORTH COUNTY PLAZA PROJECT NUMBER: 86012 GRADE BEAM DESCRIPTION: WALL 2' GRADE BEAM - INPUT/OUTPUT DATA Pace *1 WALL HEIGHT = 0.00 Ft. WALL THICKNESS = In. • WALL WEIGHT = 0.000 KsF. NUMBER OF POINT LOAD LOCATIONS IS 4 WALL STARTING POINT = 0.00 Ft. WALL ENDING POINT = 20.30 Ft. FOOTING LENGTH = 20.30 Ft. FOOTING WIDTH = 24.00 In. FOOTING DEPTH = 24.00 In. LATERAL LOAD MAGNITUDE = 0.00 Kios POINT LOAD NUMBER 1 LOCATION = 0.00 Ft. POINT LOAD NUMBER 1 MAGNITUDE = 9.61 Rims POINT LOAD NUMBER 2 LOCATION = 4.00 Ft. POINT LOAD NUMBER 2 MAGNITUDE = 1.33 Kios POINT LOAD NUMBER 3 LOCATION = 12.00 Ft. POINT LOAD NUMBER 3 MAGNITUDE 1.33 Kios • POINT LOAD NUMBER 4 LOCATION = 20.30 Ft. POINT LOAD NUMBER 4 MAGNITUDE = '-7.36 Kios APPLIED UNIFORM LORD 1 = 0.500 Kif. ' APPLIED UNIFORM LOAD 2 = 0.500 Kif. MAXIMUM SOIL PRESSURE = 2.51 Ksf. 2.7 PRESSURE BLOCK LENGTH = 10.85 Ft. MAXIMUM SOIL PRESSURE IS ON THE LEFT SIDE ._ -• :' ' PROJECT NAME: NORTH COUNTY PLAZA 69 PROJECT NUMBER: 86012 GRADE BEAM DESCRIPTION: WALL 2' GRADE BEAM - ANALYSIS OF SHEARS AND MOMENTS Paoe*2 DISTANCE (Ft.) SHEAR (ios) MOMENT (io-Ft.) 0.00 -9.61 0.00 1.00 -5.92 -7.73 2.00 -2.69 -11.99 • 3.00 0.07 -13.27 4.00 2.37 -12.01 4.00 1.04 -12.01 5.00 2.88 -10.01 6.00 4.26 -6.40 7.00 5.17 -1.65 8.00 5.62 3.78 9.00 5.61 9.44 10.00 5.13 14.85 10.15 5.02 15.61 10.15 5.02 15.61 10.85 4.36 18.91 10.85 4.36 18.91 11.85 3.26 22.72 12.00 3.10 23.20 12.00 1.77 23.20 13.00 • 0.67 24.42 14.00 -0.43 24.54 15.00 -1.53 23.56 16.00 -2.63 21.48 17.00 • -3.73 18.30 18.00 -4.83 14.02 • 19.00 -5.93 8.64 20.00 -7.03 2.16 20.30 -7.36 0.00 20.30 0.00 0.00 MAXIMUM SHEAR VALUE = II11ips • MAXIMUM MOMENT VALUE = • (.54 a-Ft. i), 7' MINIMUM MOMENT VALUE • = -13.27 Rip-Ft. (s' py.56) PROJECT NAME: NORTH COUNTY PLAZA 6q PROJECT NUMBER: 86012 GRADE BEAM DESCRIPTION: WALL 2' GRADE BEAM - INPUT/OUTPUT DATA Page *1 WALL HEIGHT = 0.00 Ft. WALL THICKNESS = 0.00 In. WALL WEIGHT = 0.000 Ksf. NUMBER OF POINT LOAD LOCATIONS IS 4 WALL STARTING POINT = 0.00 Ft. WALL ENDING POINT = 20.30 Ft. FOOTING LENGTH = 20.30 Ft. FOOTING WIDTH = 24.00 In. FOOTING DEPTH = 24.00 In. LATERAL LOAD MAGNITUDE = 0.00 Kips POINT LOAD NUMBER 1 LOCATION = 0.00 Ft. POINT LOAD NUMBER 1 MAGNITUDE = -7.36 Kips POINT LOAD NUMBER 2 LOCATION = 4.00 Ft. POINT LOAD NUMBER 2 MAGNITUDE = 1.33 Kios POINT LOAD NUMBER 3 LOCATION = 12.00 Ft. • POINT LOAD NUMBER 3 MAGNITUDE = 1.33 Kips POINT LOAD NUMBER 4 LOCATION = 20.30 Ft. POINT LOAD NUMBER 4 MAGNITUDE = 9.61 Kips APPLIED UNIFORM LOAD 1 = 0.500 Kif. APPLIED UNIFORM LOAD 2 = 0.500 Kif. • MAXIMUM SOIL PRESSURE 2.25 Ksf. 12,7 < PRESSURE BLOCK LENGTH = 12.11 Ft. MAXIMUM SOIL PRESSURE IS ON THE RIGHT SIDE S PROJECT NAME: NORTH COUNTY PLAZA ;70 PROJECT NUMBER: 86012 GRADE BEAM DESCRIPTION: WALL 2' GRADE BEAM - ANALYSIS OF SHEARS AND MOMENTS Page #2 DISTANCE (Ft.) SHEAR (Kips) MOMENT (Rip-Ft.) 20.30 -9.61 0.00 19.30 -6.40 -7.97 18.30 -3.56 -12.92 17.30 - -1.09 -15.21 16.30 1.01 -15.21 15.30 2.74 -13.31 14.30 4.10 -9.86 13.30 5.08 -5.24 12.30 5.69 0.18 12.00 • 5.80 1.90 12.00 4.47 1.90 11.00 4.60 6.47 10.15 4.42 10.33 10.15 4.42 • 10.33 9.15 3.86 14.50 • 8.19 • 2.98 • 17.81 8.19 • 2.98 17.81 • 7.19 1.88 20.24 6.19 • 0.78 21.57 5.19 -0.32 21.80 4.19 -1.42 - 2.93 4.00 -1.63 20.64 • 4.00 -2.96 20.64 3.00 -4.06 17.13 2.00 -5.16 12.52 1.00 • -6.26 6.81 0.00 -7.36 - 0.00 0.00 -• 0.00 0.00 MAXIMUM SHEAR VALUE = -9.61 Rips MAXIMUM MOMENT VALUE 21.80 Rip-Ft. - MINIMUM MOMENT VALUE = -15.21 Kip-Ft. - • PROJECT NAME NORTH COUNTY PLAZA 7/ PROJECT NUMBER 86012 GRADE BERM DESCRIPTION: WALL C GRADE BERM - INPUT/OUTPUT DATA Paoe*1 WALL HEIGHT = 0.00 Ft. WALL THICKNESS = 0.00 In. WALL WEIGHT = 0.000 Ksf. NUMBER OF POINT LORD LOCATIONS IS 3 WALL STARTING POINT = 0.00 Ft WALL ENDING POINT = 34.80 Ft FOOTING LENGTH = 34.80 Ft FOOTING WIDTH = 21 2710 In FOOTING DEPTH = 24.00 In LATERAL LORD MAGNITUDE = 0.00 Kios POINT LORD NUMBER I LOCATION = 0.00 Ft POINT LORD NUMBER 1 MAGNITUDE = -11.47 Kips POINT LORD NUMBER 2 LOCATION = 24.80 Ft POINT LORD NUMBER 2 MAGNITUDE = 5.95 Kips POINT LORD NUMBER 3 LOCATION = 34.80 Ft POINT LORD NUMBER 3 MAGNITUDE = 12.41 Kips APPLIED UNIFORM LORD 1 = 0.580 Kif. APPLIED UNIFORM LORD 2 = 0.580 Kif. MAXIMUM SOIL PRESSURE = 2.38 Ksf 2 7 PRESSURE BLOCK LENGTH = 21.80 Ft MAXIMUM SOIL PRESSURE IS ON THE RIGHT SIDE - 1' PROJECT NAME NORTH COUNTY PLAZA 72- PROJECT NUMBER: 86012 GRADE BEAM DESCRIPTION WALL'C GRADE BEAM - ANALYSIS OF SHEARS AND MOMENTS Page $#2 DISTANCE (Ft.) SHEAR (Kips) MOMENT (Rio-Ft.) • ''•• ; 34.80 -12.41 0.00 32.80 -6.68 -18.96 30.80 -1.71 -27.23 2880 249 -E633 ' 26.80 5.93 -17.79 24.80 .'. 8.60 -3.13 24.80 2.65 -3.13' 2280 456 421 2080 571 1462 18.80'. ' 6.10 26.56 • 17.40 5.91 ' 35.01 17.40. 591 3501 1540 500 4604 13.40 3.32 54.49 - 13.00 • 2.90 55.73 ' 13.00 2.90 ' 55.73 ' 11.00 0.69 59.32 90 7152 5848 700 -373 5323 5.00 ' -5.94 43. 56 300 -815 2947 100 -1036 1096 - -,. 0.00 . ' - -11.47 0.00 •t -- • 0. - - -0. .• - . •• • 4-• MAXIMUM SHEAR VALUE = MAXIMUM MOMENT VALUE = (jIIo_Ft J 2#/ MINIMUM MOMENT VALUE = -27.23 Rio-Ft. - '• . - ,- •.1 • - -- PROJECT NAME: NORTH COUNTY PLAZA 73. PROJECT NUMBER: 86012 . GRADE BEAM DESCRIPTION: WALL C GRADE BEAM - INPUT/OUTPUT DATA - -. Pagefli WALL HEIGHT = 0.00 Ft. WALL THICKNESS = 0.00 In. WALL WEIGHT = 0.000 Ksf. - -• NUMBER OF POINT LOAD LOCATIONS IS 3 WALL STARTING POINT = 0.00 Ft. WALL ENDING POINT = 34.80 Ft. FOOTING LENGTH = 34.80 Ft. • FOOTING WIDTH = 21.00 In. ' FOOTING DEPTH = 24.00 In. LATERAL LOAD MAGNITUDE = 0.00 Kips POINT LOAD NUMBER 1 LOCATION = 0.00 Ft. POINT LOAD NUMBER 1 MAGNITUDE = 11.47 Kips POINT LOAD NUMBER 2 LOCATION = 24.80 Ft. - POINT LOAD NUMBER 2 MAGNITUDE = 5.95 psi POINT LOAD NUMBER 3 LOCATION = 34.80 Ft. -) POINT LOAD NUMBER 3 MAGNITUDE = -10.53 Kips APPLIED UNIFORM LOAD I = 0.580 Kif. • •• APPLIED UNIFORM LOAD 2 = 0.580 Kif. • ,. - . - • 3 Af MAXIMUM SOIL PRESSURE = 1 74 Ksf. PRESSURE BLOCK LENGTH = 29.79 Ft. :: • -. MAXIMUM SOIL PRESSURE IS ON THE LEFT SIDE . 3 PROJECT NAME: NORTH COUNTY PLAZA 711 PROJECT NUMBER: 86012 GRADE BEAM DESCRIPTION: WALL C GRADE BERM - ANALYSIS OF SHEARS AND MOMENTS Page *2 DISTANCE (Ft.) SHEAR (Kips) MOMENT (Kip-Ft.) 0.00 -11.47 0.00 2.00 -7.80 -19.20 4.00 -4.53 -31.45 6.00 -1.67 -37.59 8.00 0.78 -38.42 10.00 2.82 -34.76 12.00 4.45 -27.43 14.00 5.67 -17.25 16.00 6.48 -5.03 17.40 6.81 4.29 17.40 6.81 4.29 19.40 6.92 18.09 21.40 6.63 31.71 23.40 5.93 44.35 24.80 5.20 52.16 24.80 -0.75 52.16 26.80 -2.15 49.33 28.80 -3.95 43.31 29.79 -4.99 38.90 29.79 -4.99 38.90 31.79 -7.20 26.71 33.79 -9.41 10.10 34.80 -10.53 0.00 34.80 0.00 0.00 MAXIMUM SHEAR VALUE = -11.47 Kips S MAXIMUM MOMENT VALUE = 52.16 Rip-Ft. • MINIMUM MOMENT VALUE = -38.42 Ki-Ft.. 7',4 PROJECT NAME: NORTH COUNTY PLAZA PROJECT NUMBER: 86012 GRADE BEAM DESCRIPTION: WALL J GRADE BEAM - INPUT/OUTPUT DATA Page *1 WALL HEIGHT = 0.00 Ft. WALL THICKNESS = 0.00 In. WALL WEIGHT = 0.000 Rsf. NUMBER OF POINT LOAD LOCATIONS IS 4 WALL STARTING POINT = 0.00 Ft. WALL ENDING POINT = 37.00 Ft. FOOTING LENGTH = 37.00 Ft. FOOTING WIDTH = 18.00 In. FOOTING DEPTH = 24.00 In. LATERAL LOAD MAGNITUDE = 0.00 Kios POINT LOAD NUMBER 1 LOCATION 0.00 Ft. POINT LOAD NUMBER 1 MAGNITUDE = -6.03 Kips POINT LOAD NUMBER 2 LOCATION = 9.00 Ft. POINT LOAD NUMBER 2 MAGNITUDE = 4.95 Kips POINT LOAD NUMBER 3 LOCATION = 33.80 Ft. POINT LOAD NUMBER 3 MAGNITUDE = 6.21 Kips POINTLOAD NUMBER 4 LOCATION'= 37.00 Ft. POINT LOAD NUMBER 4 MAGNITUDE = 11.83 Kips APPLIED UNIFORM LOAD 1 = 0.510K1f. APPLIED UNIFORM LOAD 2 = 0.510 Kif. MAXIMUM SOIL PRESSURE = 2.07 Ksf.olk PRESSURE BLOCK LENGTH = 33.87 Ft. MAXIMUM SOIL PRESSURE IS ON THE RIGHT SIDE PROJECT NAME: NORTH COUNTY PLAZA PROJECT NUMBER: 86012 S GRADE BEAM DESCRIPTION: WALL J GRADE BEAM - ANALYSIS OF SHEARS AND MOMENTS Paae *2 DISTANCE (Ft.) SHEAR (Rips) MOMENT (Rip-Ft.) 37.00 -11.83 0.00 35.00 -7.74 -19.50 33.80 -5.45 . -27.40 33 80 -11.66 7-7 40 31.80 -8.15 -47.16 29.80 -5.01 -60.27 27.80 -2.23 -67.45 2580 018 -6944 * 23.80 2.22 -66.98 21.80 3.90 -60.79 19.80 5.22 -51.61 18.50 5.87 -44.39 18.50 5.87 -44.39 16.50 6.58 . -31.87, 1450 693 -1830 1250 690 -441 10.50 . 6.52 9.07 900 598 k 1847 900 103 1847 700 001 1957 5.00 -1.39 .18 25 . : 3.13 -3.02 14.17 313 -302 1417 113 -494 621 000 -603 -000 000 000 -000 4 -, MAXIMUM SHEAR VALUE = çios MAXIMUM MOMENT VALUE = 19.57 Rio-Ft MINIMUM MOMENT VALUE = cio-Ft - -& - -. PROJECT NAME: NORTH COUNTY PLAZA PROJECT NUMBER: 86012 GRADE BEAM DESCRIPTION: WALL J GRADE BEAM - INPUT/OUTPUT DATA Page *1 WALL HEIGHT = 0.00 Ft. WALL THICKNESS = 0.00 In. WALL WEIGHT = 0.000 Ksf. NUMBER OF POINT LOAD LOCATIONS IS 4 WALL STARTING POINT = 0.00 Ft. WALL ENDING POINT = 37.00 Ft. • FOOTING LENGTH = 37.00 Ft. FOOTING WIDTH = 18.00 In. FOOTING DEPTH = 24.00 In. LATERAL LOAD MAGNITUDE = 0.00 Kips POINT LOAD NUMBER 1 LOCATION = 0.00 Ft. POINT LOAD NUMBER 1 MAGNITUDE = 10.11 Kips • POINT LOAD NUMBER 2 LOCATION = 9.00 Ft. POINT LOAD NUMBER 2 MAGNITUDE = 4.95 Kios POINT LOAD NUMBER 3 LOCATION = 33.80 Ft. POINT LOAD NUMBER 3 MAGNITUDE = 6.21 Kips POINT LOAD NUMBER 4 LOCATION = 37.00 Ft. • POINT LOAD NUMBER 4 MAGNITUDE = -4.31 Kips APPLIED UNIFORM LOAD I = 0.510 Kif. APPLIED UNIFORM LOAD 2 = 0.510 Kif. .• ••. MAXIMUM SOIL PRESSURE = 1.58 Ksf. • MINIMUM SOIL PRESSURE = 0.31 Ksf. MAXIMUM SOIL PRESSURE IS ON THE LEFT SIDE .' .• •• • • 7'W PROJECT NAME: NORTH COUNTY PLAZA PROJECT NUMBER: 86012 • GRADE BEAM DESCRIPTION: WALL J GRADE BEAM - ANALYSIS OF 'SHEARS AND MOMENTS Page *2 DISTANCE (Ft.) SHEQR(Kis) MOMENT (Kip-Et.) 0.00 -10.11 0.00 2.00 -7.38 -17.45 4.00 -4.86 -29.65 6.00 -2.54 -37.02 8.00 -0.43 -39.95 9.00 0.55 -39.89 9.00 -4.40 -39.89 11.00 -2.61 -46.86 13.00 -1.02 -50.45 15.00 0.37 -51.06 17.00 1.54 -49.12 18.50 2.29 -46.23 18.50 2.29 -46.23 20.50 3.10 -40.80 22.50 3.71 -33.96 24.50 4.11 -26.11 26.50 4.30 -17.67 28.50 4.28 -9.05 30.50 4.06 -0.68 32.50 3.63 7.04 33.80 3.24 11.51 33.80. -2.97 11.51 35.80 -3.75 4.83 37.00 -4.31 -0.00 37.00 -0.00 MAXIMUM SHEAR VALUE = -10.11 Kips MAXIMUM MOMENT VALUE 11.51 Kip-Ft. MINIMUM MOMENT VALUE = -51.06 Kip-Ft. Kiagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY PR') DATE 3186 PROJECT SHEET NOJLOF_ REV. DATE JOB No 'Co,2. CLIENT________ NOTE Na L 1*0','7-_4ES t1cS P, P P3 48 P2 RP/3 V 73k' D 29 < V/7,0" i-: 17 sr, P3 -gpi', PI P 23(9' J._j._, L -iS33 L /032 12 I /4"c Ill _!;'-/x z o i'-30 3 P. 4 -RF? V= /3-9 pogg' L_ZS_ L2/6q 7'fl /L30 I3J J 2 )( 10 i' 0 2'g.' q/ . 0 nFl 0P, P R P5 R P tf D 2s/ pr 3-jq7 0 4 .Qx// - Y2I-.30,: 54'O P' H 0 0 5/ 2/86 - 7:59:43 79 *** SYSTEMS PROFESSIONAL STRESS - PROGRAM NO. 16.1 REV-310F.F2 *** * MOMENT FRAME LINE 8 - NORTH COUNTY PLAZA * STRUCTURE - MOMENT FRAME LINE 8 TYPE PLANE FRAME $ NUMBER OF JOINTS 4 NUMBER OF MEMBERS 3 $ NUMBER OF LOADINGS 6 NUMBER OF SUPPORTS 2 $ UNITS RIPS FEET LIST MEMBER PROP IN INCHES TABULATE FORCES REACTIONS DISPLACEMENTS $ STATS JOINT COORDINATES 1 0.00 0.00 S $ 2 0.00 17.00 3 24.30 17.00 $ 4 24.30 0.00 9 MEMBER INCIDENCES 11252235334 UNITS RIPS INCHES CONSTANTS E 29000.00 ALL MEMBER PROP PRIS TABLE W 16 40 153 - MEMBER PROP PRIS TABLE W 16 36 2 UNITS RIPS FEET LOADING NO. 1 DEAD LOADS JOINT LOADS 2 FORCE V -0.74 3 FORCE V -0.74 MEMBER, LOADS 2 FORCE V UNIFORM -0.28 2 FORCE V CONCENTRATED -2.92. 2.00 . 2 FORCE V CONCENTRATED -4.00 10.00 2 FORCE V CONCENTRATED -2.37 18.00 LOADING NO. 2 LIVE LOADS JOINT LOADS 2 FORCE V -0.55 3 FORCE V -0.55 MEMBER LOADS . 2 FORCE V UNIFORM 2 FORCE V CONCENTRATED -1.03 2.00 2 FORCE V 'CONCENTRATED -1.83 10.00 2 FORCE V CONCENTRATED -1.03 18.00 LOADING NO. 3 SEISMIC LOAD JOINT LOADS 2 FORCE X 8.50 3 FORCE X 8.50 LOADING NO. 4 GRAVITY ONLY COMBINE 1 1.0 2 1.0 LOADING NO. 5 DEAD + SEISMIC COMBINE 1 1.0 3 1.0 LOADING NO. 6 DEAD - SEISMIC COMBINE 1 1.0 3 -1.0 UNITS RIPS FEET $ TRACE SEGMENT 15 MEMBER 2 • - LIST LOADING 4 5 6 SOLVE PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED. V V.. ,• .; V 77 'STRUCTURE - MOMENT FRAME LINE 8 (UNITS IN FEET AND KIPS) ' I LOADING NO. 4 GRAVITY ONLY MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 ' 1 -3.198 jJ$' V c- 2 -13882 3.198 -36.79. V. 2 2 3.198 12.592 36.79 3 -3.198 9.822 -35.88 - 3 3 11.112 3.198 35.88 - - V ' 4 -11.112, - . -3.198 18.49 ' APPLIED JOINT LOADS, FREE JOINTS V JOINT FORCE X FORCE '1 MOMENT 2' - V ' 2 . . .000 -1.290 .00 V V '3' .. .000 -1.290 . .00 -. REACTIONS, APPLIED LOADS SUPPORT JOINTS V , V V.' ,• ... •• ''-'--V. JOINT V FORCE X ' FORCE V MOMENT 1 3.198 13.882 -17.57 V . , ,• * V 3.198 11.112 1.49 ' V .'' . ' V SUM .000 24.994 FREE JOINT DISPLACEMENTS . . . , .• , ... V , V V 'i JOINT '.X-DISPLACEMENT V-DISPLACEMENT ROTATION -.0007 V -.0016 "V.,. 3 •,... .0005 -.0006 - .014 V V V • V ' V ' , V V V V V ,, , V '-V -'V. - • V. V V . V V ' - • .' .' ' V V - V V V V V.. VV V '-V V. " ,,' -V. ' V - V - V , V. -• . &_• 4 '4 V - V V * V. - -. - - ,V ,' - • VesV.. • '-, -7 '-, STRUCTURE - MOMENT FRAME LINE 8 '5 LOADING NO. 5 DEAD + SEISMIC . - MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1. 1 5.163. - 6.223 75.44 2 -5.163 -6.223 30.35 2 2 2.277 4.423 -30.35 3 11.671 -82.09 . 3 3 12.411 10.777 82.09 4 -12.411 -10.777 101.12 APPLIED JOINT LORDS, FREE JOINTS JOINT FORCE X FORCE V MOMENT Z 2 8.500 -740 00 4 3 8.500 -.740 00 REACTIONS, APPLIED LORDS SUPPORT JOINTS JOINT FORCE X FORCE V MOMENT 2 1 -6223 5.163 7544 4 -10.777 12.411 101 12 SUM -17.000 17.574 FREE JOINT DISPLACEMENTS JOINT X-DISPLACMENT V-DISPLACEMENT ROTATION 2 055 - 003 -.0037 • 3 .0555 -.0006 -.0016 - -- 5 C . S S . . 4 - - STRUCTURE — MOMENT FRAME LINE 8 (UNITS IN FEET AND KIPS) ------------ LOADING NO. 6 DEAD — SEISMIC MEMBER FORCES • MEMBER JOINT AXIAL -F SHEAR FORCE MOtENI 1 1 (14.473 -10.777 3 -100.45 Co e- - 2 . 3 10.777 -826 2 2 2.277 13.733 82.76 • 3 -2.277 2.361 31.02 ••.: 3 3.101 -6.223 - -31.02 - 4 -3.101 6.23 - -74.77 . APPLIED JOINT LOADS, FREE JOIN1S JOINT FORCE X FORCE V MOMENT Z - • - 2 -8.500 -.740 .00 3 -8.500 -.740 .00 - • - REACTIONS,APPLIED LOADS SUPPORT JOINTS .. . • • JOINT FORCE X FORCE V MOMENT Z . - •. 1 10.777 14.473 -100.45 • 4 6.223 3.101 -74.77 . L - SUM - 17.000 17.574 - -, - FREE JOINT DISPLACEMENTS • JOINT X-DISPLACEMENT V-DISPLACEMENT ROTATION . . - . . 2 -.0545. -.0007 .0014 -• - . 3 - -.0547, -.0002 .0036 . • -• . - :. •• S • - - . • S - -•.• • )• 5- - - - • S -T • -i, , - • - • • . - - - - . . -- S • -. - - . - - S . S - - a • -•• ST STRUCTURE - MOMENT FRAME LINE 8 7 t7, (UNITS IN FEET AND KIPS) ***MEMBER*** 2 LOADING NO. 4 GRAVITY ONLY DISTANCE AXIAL SHEAR SHEAR TORSION MOMENT MOMENT FROM START FORCE FORCE V FORCE 2 MOMENT V Z .00 -12.59 .00 .00 .00§ 79 1.62 -3.20 -11.98 .00 .00 .00 -16.89 3.24 -3.20 -7.41 .00 .00 .00 -2.89 4.86 -3.20 -6.80 .00 .00 .00 8.62 6.48 -3.20 -6.18 .00 .00 00 19.13 8.10 -3.20 -5.56 .00. .00 .00 28.64 9.72 -3.20 -4.95 .00 .00 .00 37.15 11.34 -3.20 1.50 .00 .00 .00 36.86 12.96 -3.20 2.11 .00 .00 .00 33.94 14.58 -3.20 2.73 .00 .00 .00 30.01 16.20 -3.20 3.34 We .00 .00 25.10 17.82 -3.20 3.96 .00 .00 .00 19.18 19.44 -3.20 7.98 .00 .00 .00 7.37 21.06 -3.20 8.59 .00 .00 .00 -6.05 . 22.68 -3.20 9.21 .00 .00 .00 -20.47 24.30 -3.20 9.82 .00 . 00 00 ° -35.88 LOADING NO. S DEAD + SEISMIC DISTANCE AXIAL SHEAR SHEAR TORSION MOMENT MOMENT FROM START FORCE FORCE V FORCE Z MOMENT V ° Z .00 -2.28 -4.42 .00 .00 .00 30.35 1.62 -2.28 -3.97 . .00 .00 ° .00 37.14 3.24 -2.28 -.60 .00 .00 00 39.59 4.86 -2.28 -.14 .00 .00 .00 40.18 6.48 -2.28 .31 00 .00 .00 40.05 8.10 -2.28 .76 .00 .00 .00 39.18 9.72 -2.28 1.22 .00 .00 .00 37.57 11.34 -2.28 5.67 .00 .00 .00 29.87 12.96 -2.28 6.13 .00 . .00 .00 20.31 14.58 -2.28 6.58 .00 .00 .00 10.02 16.20 -2.28 7.03 .00 .00 .00 -1.01 17.82 -2.28 7.49 .00 .00 .00 712.77 19.44 -2.28 10.31 .00 .00 .00 -28.67 21.06 -2.28 10.76 .00 .00 .00 -45.74 22.68 -2.28 11.22 .00 .00 .00 -63.55 24.30 -2.28 11.67 .00 .00 .00 -82.09 LOADING NO. 6 DEAD - SEISMIC DISTANCE AXIAL SHEAR SHEAR TORSION MOMENT MOMENT FROM START FORCE FORCE V FORCE 2 MOMENT Y 2 .00 2 -13.73 .00 .00 .00 1.62 -13.28 .00 • .00 .00 -60.88 3.24 -2.28 -9.91 .00 .00 .00 -43.36 4.86 -2.28 ° -9.45 .00 .00 ° .00 -27.68 6.48 -2.28 -9.00 .00 .00 .00 -12.74 8.10 -2.28 -8.54 .00 .00 .00 1.47 9.72 -2.28 -8.09 .00 .00 .00 14.95 11.34 2.28 3.64 .00 .00 .00 22.33 12.96 -2.28 -3.18 .00 .00 .00 27.85 14.58 72.28 -2.73 .00 .00 .00 32.64 16.20 -2.28 -2.28 .00 .00 .00 36.70 •..., ° 17.82 -2.28 -1.82 .00 .00 .00 40.02 19.44 -2.28 • 1.00 .00 .00 .00 39.19 . 21.06 -2.28- 1.45 .00 .00 .00 37.20 - 22.68 -2.28 1.91 .00 .00 .00 34.48 24.30 -2.28 2.36 .00 .00 .00 31.02 5/ 2/86 - 7:59: 4 - Jo *** SYSTEMS PROFESSIONAL STRESS - PROGRAM NO. 16.1 REV-310F.F2 *** * MOMENT FRAME LINE 9 - NORTH COUNTY PLAZA * STRUCTURE - MOMENT FRAME LINE 9 TYPE PLANE FRAME $ NUMBER OF JOINTS 4 NUMBER OF MEMBERS 3 $ NUMBER OF LOADINGS 6 NUMBER OF SUPPORTS 2 s UNITS RIPS FEET LIST MEMBER PROP IN INCHES TABULATE FORCES REACTIONS DISPLACEMENTS $ STATS JOINT COORDINATES 1 0.00 0.00 S $ 2 0.00 15.50 3 19.00 15.50 $ 4 19.00 0.00 S MEMBER INCIDENCES 112$223$334 UNITS RIPS INCHES CONSTANTS E 29000.00 ALL MEMBER PROP PRIS TABLE ,W 16 40 1$3 MEMBER PROP PRIS TABLE W 16 36 2 UNITS KIPS FEET LOADING NO. 1 DEAD LOADS MEMBER LOADS 2 FORCE Y UNIFORM -0.13 2 FORCE V CONCENTRATED -6.09 2.00 2 FORCE V CONCENTRATED -1.48 10.00 LOADING NO. 2 LIVE LOADS MEMBER LOADS 2 FORCE V UNIFORM -0.04 2 FORCE V CONCENTRATED -2.58 2.00 2 FORCE V CONCENTRATED -2.17 10.00 LOADING NO. 3 SEISMIC LOAD JOINT LOADS 2 FORCE X 6.95 3 FORCE X 6.95 LOADING NO. 4 GRAVITY ONLY COMBINE 1 1.0 2 1.0 LOADING NO. 5 DEAD + SEISMIC COMBINE 1 1.0 3 1.0 LOADING NO. 6 DEAD - SEISMIC COMBINE 1 1.0 3 -1.0 - UNITS RIPS FEET $ TRACE SEGMENT 15 MEMBER 2 LIST LOADINGS 4 5 6 SOLVE PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED. • a .f STRUCTURE - MOMENT FRAME LINE 9 . (UNITS IN FEET AND KIPS) . LOADING -NO. 4 GRAVITY ONLY • MEMBER FORCES MEMBER JOINT AXIAL RCE -SHEAR FORCE MOMENT 1 1 , -1.532 ID C. . 2 -11.206 1.532 -16.87 2 2 1.532 11.206 16.87 3 -1.532 4.344 -14.88 • '3 3 4.344 .1.532 14.88. 4' -4.344 1.532 8.87 . APPLIED JOINT LORDS, FREE JOIN1S '- 1', JOINT • FORCE X FORCE V MOMENT Z . 1_ 2 .000 .00 • 3 . 000 .000 • • . . : . • ,, a RERCTIONS,RPPLIED LORDS SUPPORT JOINTS '. JOINT ' . FORCE X FORCE V MOMENT Z , . .5_•, . 1 1.532 .. 11.206 . -6.88 - S 4 153 4.344 . 8.87 • - - - , f. SUM .000 15.550 - FREE JOINT DISPLACEMENTS - - . JOINT X-DISPLACEMENT V-DISPLACEMENT ROTATION , , ', -I • J- 2 .0012 --.0005 -.0007 - • , ; .0004 ,d - -. , . - , - - • - 5, -, -, . .- __&,i' - - . - -' - ,-. . - . 44 • - , • - ' :- a , - - •• ' , ' I '- - - - 'V •" • , - S - . . _5• . • - . .• ', .- ' -, - - - ., :. - - 4 '-'I ' - - • -4 , ........., I ' - - . I '1 :- -f •• '"'' " -f - a . ':' ,fl 1, ' .5 - 4 •- 5 • . . .. -. -_- - - - S '• ' ..- .5 . a, - ••; - 4 5 1 • , • I ' - ,, I •'t I- a .-- S '•'? i ,. ,- :: '-- .;••• 4 ' I. - - -. - S • II -a ', • ' -. - - • - 4 5 f___•$ 5i - - - • -, - • - '' .: . • '- • :' STRUCTURE - MOMENT FRAME LINE 9 LOADING NO. 5 DEAD + SEISMIC MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 2.887 6.034 60.29 2 -2.887 -6. 034 33.24 2 2 .916 2.887 -33.24 3 -.916 7.153 -52.22 3 3 7.153 7.866 52.22 4 -7.153 -7.866 69.71 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE V MOMENT Z 2 6.950 .000 .00 ' 3 6.950 .00 .00 REACTIONS, APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE V MOMENT Z 1 -6.034 2.887 60.29 4 -7.866 7.153 69.71 SUM -13.900 10.040 ' FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT. V-DISPLACEMENT ROTATION 2 .0335 -.0001 -.0020 3 .0 -.0003 -.0013 - • " ' ' " STRUCTURE - MOMENT FRAME LINE 9 LOADING NO. 6 DEAD - SEISMIC MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 -7.866 coz- a -12.035 7.866 -53.67 • 2 2 .916 12.035 53.67 3 -.916 -1.995 34.68 3 3 -1.995 -6.034 -34.68 4 1.995 6.034 -58.84 4 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE V MOMENT Z 2 -6.950 .000 .00 : • 3 -6950 000 00 REACTIONS, APPLIED LOADS SUPPORT JOINTS - JOINT FORCE X. FORCE V MOMENT Z • 1 7.866 12.035 -68.26 • 4 6.034 -1.995 -58.84 SUM 13.900 10.040 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT V-DISPLACEMENT ROTATION - 2 -.0318 -.0005 .0011 • 3 -.0319 0001 0018 4 - 4 - - - - S STRUCTURE - MOMENT FRAME LINE 9 (UNITS IN FEET AND KIPS) ***MEMBER*** 2 LOADING NO. 4 GRAVITY ONLY DISTANCE AXIAL SHEAR SHEAR TORSION MOMENT MOMENT FROM START FORCE FORCE V FORCE Z MOMENT V Z .00 -11.21 .00 .00 .00 6.8 1.27 -1.53 -10.99 .00 .00 .00 2.53 -1.53 -2.11 .00 .00 .00 6.35 3.80 -1.53 -1.89 .00 .00 .00 8.88 5.07 -1.53 -1.67 .00 .00 .00 11.14 6.33 -1.53 -1.46 .00 .00 .00 13.12 7.60 -1.53 -1.24 .00 .00 .00 14.84 8.87 -1.53 -1.03 .00 .00 .00 16.28 10.13 -1.53 2.84 .00 .00 .00 16.96 11.40 -1.53 3.05 .00 .00 .00 13.23 12.67 -1.53 3.27 .00 .00 .00 9.22 13.93 -1.53 3.48 .00 .00 .00 4.95 15.20 -1.53 3.70 .00 .00 .00 .40 16.47 -1.53 3.91 .00 .00 .00 -4.42 17.73 -1.53 4.13 .00 .00 .00 -9.51 19.00 -1.53 4.34 .00 .00 .00 -14.88 LOADING NO. 5 DEAD + SEISMIC DISTANCE AXIAL SHEAR SHEAR TORSION MOMENT MOMENT FROM START FORCE FORCE V FORCE Z MOMENT V Z .00 -.92 -2.89 .00 .00 .00 33.24 1.27 -.92 -2.72 .00 00 00 36.79 2.53 -.92 3.53 00 .00 .00 36.;89 3.80 -.92 3.70 .00 .00 .00 32.31 5.07 -6 92 3.86 .00 00 .00 27.52 6.33 -.92 4.03 .00 . 00 .00 22.53 7.60 -.92 4.19 .00 .00 .00 17.32 8.87 -.92 4.36 .00 .00 .00 11.91 10.13 -.92 6.00 .00 .00 .00 6.09 11.40 -.92 6.16 .00 .00 .00 -1.61 12.67 -.92 6.33 .00 .00 .00 -9.53 13.93 -.92 6.49 .00 .00 .00 -17.65 15.20 -.92 6.66 .00 .00 .00 -25.98 16.47 -.92 6.82 .00 .00 .00 -34.52 17.73 -.92 6.99 .00 .00 .00 -43.26 19.00 -.92 7.15 .00 .00 00 -52.22 LOADING NO. 6 DEAD - SEISMIC DISTANCE AXIAL SHEAR SHEAR TORSION MOMENT MOMENT FROM START FORCE FORCE V FORCE .Z MOMENT Y Z .00 -.9 -12.04 .00 .00 .00 1.27 -. 2 -11.87 .00 .00 .00 -38.53 2.53 -.92 -5.62 . @0 .00 .00 -26.84 3.80 -.92 -5.45 .00 .00 .00 -19.83 5.07 -. 92 -5.29 .00 .00 .00 -13.03 6.33 -.92 -5.12 .00 .00 .00 -6.44 7.60 -.92 -4.96 .00 .00 .00 -.06 8.87 -.92 -4.79 .00 .00 .00 6.12 10.13 -.92 -3.15 .00 .00 .00 11.88 11.40 -.92 -2.98 .00 .00 .00 15.77 12.67 -.92 -2.82 .00 .00 .00 19.44. 13.93 -.92 -2.65 .00 .00 .00 • 22.91 15.20 -.92 -2.49 .00 .00 .00 • 26.16 16.47 -.92 -2.32 .00 .00 .00 29.21 17.73 -.92 -2.16 .00 .00 .00 32.05 19.00 -.92 -2.00 .00 .00 .00 34.68. 5/1 2/86 - 7:58:20 *** SYSTEMS PROFESSIONAL STRESS - PROGRAM NO. 16.1 REV-310F.F2 *** * MOMENT FRAME LINE 10 - NORTH COUNTY PLAZA * STRUCTURE - MOMENT FRAME LINE 10 TYPE PLANE FRAME $ NUMBER OF JOINTS 4 NUMBER OF MEMBERS .3 $ NUMBER OF LOADINGS 6 NUMBER OF SUPPORTS 2 $ UNITS KIPS FEET LIST MEMBER PROP IN INCHES TABULATE FORCES REACTIONS DISPLACEMENTS $ STATS JOINT COORDINATES 1 0.00 0.00 S $ 2 0.00 17.00 3 22.30 17.00 $ 4 22.30 0.00 S MEMBER INCIDENCES 112$223$334 UNITS KIPS INCHES CONSTANTS E 29000.00 ALL MEMBER PROP PRIS TABLE W 16 40 1$3 MEMBER PROP PRIS TABLE W 16 36 2 UNITS KIPS FEET LOADING NO. 1 DEAD LOADS MEMBER LOADS 2 FORCE V UNIFORM -0.54 2 FORCE V CONCENTRATED -2.51 1.00 2 FORCE V CONCENTRATED -2.51 9.00 2 FORCE V CONCENTRATED -3.50 17.00 LOADING NO. 2 LIVE LOADS MEMBER LOADS 2 FORCE V UNIFORM -0.21 2 FORCE V CONCENTRATED -1.15 1.00 2 FORCE V CONCENTRATED -1.15 9.00 2 FORCE V CONCENTRATED -1.15 17.00 LOADING NO. 3 SEISMIC LOAD JOINT LOADS 2 FORCE X 6.90 3 FORCE X 6.90 LOADING NO. 4 GRAVITY ONLY COMBINE 1 1.0 2 1.0 LOADING NO. 5 DEAD + SEISMIC COMBINE 1 1.0 3 1.0 LOADING NO. 6 DEAD - SEISMIC COMBINE 1 1.0 3 -1.0 UNITS KIPS FEET $ TRACE SEGMENT 15 MEMBER 2 LIST LOADING 4 5 6 SOLVE • PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED. o 0 4. - 551 STRUCTURE - MOMENT FRAME LINE 10 . 0 (UNITS'IN FEET AND KIPS) LOADING NO. 4 GRAVITY ONLY 0 MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT - 1 1 -3.440 c-rD-- 2 -15.119 3.440 -38.77 2 . 2 3.440 • 15.119 38.77 3 -3.440 13.576 -39.38 3 • . 3 13.576 3.440 39.38 4 -13.576 -3.440 19.09 * APPLIED JOINT LORDS, FREE JOINTS JOINT FORCE X FORCE V MOMENT Z • 2 .000 - .000 .00 3 .000 .000 . 00 REACTIONS, APPLIED LORDS SUPPORT JOINTS JOINT FORCE X FORCE V MOMENT Z 1 3.440 15.119 -19.71 4 -3.440 13.576 19.09 SUM 000 28.695 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT V-DISPLACEMENT ROTATION 42 •-.0003 - -.0008 -.0016 • 3 -.0006 -.0007 0017 0 0 • * -- . - -. ( 4 4 - :0 - - - - 1 - • 4 -, '• - 40* C . STRUCTURE - MOMENT FRAME LINE 10 S S. -, (UNITS IN FEET AND KIPS) LOADING NO. 5 DEAD + SEISMIC MEMBER FORCES -. MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 6.532 4.429 56.36 2 -6.532 -4.429 18.93 2 2 2.471 6.532 -18.93 3 -2.471 14.030 -75.07 3 .. 3 14.030 9.371 75.07 . . . 4 -14.030 -9.371 84.24 APPLIED JOINT LOADS, FREE JOIN1S - JOINT FORCE 'X FORCE V MOMENT Z - 2 6.900 NO .00 , 3 6.900 .000 .00 5 . .. REACTIONS,QPPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE V MOMENT Z -.5 -. • 1 -4.429 - 6.532 56.36 • 4 -9.371 .14.030 84.24 . . - S SUM -13.800 20.562 . . • • FREE JOINT DISPLACEMENTS . JOINT X-DISPLACEMENT V-DISPLACEMENT ROTATION -. . . ..• - 2 • .0433 -.0003 .0030 . 55 3 - .0431 -.0007 . -.0007 . . . 5;; - S S - . . . . • 5. . . . St - . . 1 • :-:-•' -- .5 .5S_ .. 27 ' STRUCTURE - MOMENT FRAME LINE 10 - . * LOADING NO. 6 DEAD - SEISMIC S MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT I I (,14iI -9.371 ac.:i. • 2 -14.913 9.371 -74.52 2 2 2.471 14.913 74.52 • . 3 -2.471 5.649 18.38 .3 3 5.649 -4.429 -18.38 - • • 4 . ,-5.649 4.429 -56.91 T * • APPLIED JOINT LOADS, FREE JOINIS *• JOINT FORCE X FORCE V MOMENT Z S 2 -6.900 .000 .00 3 -6. 900 .000 .00 •. .-.: -. - • REACTIONS,RPPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE V MOMENT Z - • 1 9.371 14.913 -84.79 - 4 4.429 • 5.649 - -56.91 . S. * SUM • 13.800 20.562 • • . • ; • • - • FREE JOINT DISPLACEMENTS - • • - - JOINT X-DISPLACEMENT V-DISPLACEMENT ROTATION S 2 -. 9 -.0007 .0008 3 -.044 -.0003 .0031 - * - • .l . 0. 1 o& • .5.-, • • • * . • S * • - 4........ S - -• • - ' t.S'.ç• : • • - • - .5 ** - . . :.- 'S , . STRUCTURE'- MOMENT FRAME LINE 10 --------------- -_74 (UNITS IN FEET AND KIPS) ***MEIlbER*** 2 LOADING NO. 4 GRAVITY ONLY DISTANCE AXIAL SHEAR SHEAR TORSION MOMENT MOMENT FROM START FORCE FORCE V FORCE Z MOMENT V Z .00 -3.44 -15.12 .00 .00 .00 -38.77 1.49 -3.44 -10.34 .00 .00 .00 -18.90 2.97 -3.44 -9.23 .00 00 .00 -4.35 4.46 -3.44 -8.11 00 .00 . 00 8.54 5.95 -3.44 -7.00 .00 .00 .00 19.77 7.43 -3.44 -5.88 00 00 .00 29.35 8.92 -3.44 -4. 77 .00 .00 00 37.27 10.41 -3.44 .01 .00 .00 .00 38.38 11.89 -3.44 1.12 .00 .00 .00 37.54 13.38 -3.44 2.24 00 .00 .00 35.05 14.87 -3.44 3.35 .00 .00 . @0 30. 89 16.35 -3.44 4.47 .00 .00 .00 25.08 17.84 -3.44 10.23 .00 .00 .00 13.71 19.33 -3.44 11.35 .00 .00 .00 -.33 20.81 -3.44 12.46 .00 .00 .00 -20.03 8'i4-7 22.30 13.58 00 .00 .00 LOADING NO. 5 DEAD + SEISMIC DISTANCE AXIAL SHEAR SHEAR TORSION MOMENT MOMENT FROM START FORCE FORCE V FORCE Z MOMENT V Z .00 -2.47 -6.53 .00 .00 00 18.93 1.49 -2.47 -3.22 .00 .00 .00 26.83 2.97 -2.47 -2.42 .00 .00 .00 31.01 4.46 -2.47 -1.61 .00 .00 .00 34.01 5.95 -2.47 -.81 .00 .00 .00 35.81 7.43 -2.47 -.01 .00 .00 .00 36.42 8.92 -2.47 .79 00 . 00 .00 35.84 10.41 -2.47 4.11 .00 .00 .00 30.53 11.89 -2.47 4.91 .00 .00 .00 23.82 13.38 -2.47 5.71 .00 .00 .00 15.93 14.87 -2.47 6.52 .00 .00 .00 6.84 16.35 -2.47 7.32 .00 .00 .00 -3.45 17.84 -2.47 11.62 .00 .00 .00 -17.86 19.33 -2.47 12.42 .00 .00 .00 -35.74 20.81 - 7 13.23 .00 .00 .00 -54.81 22.30 -24 14.03 .00 .00 • .00 LOADING NO. 6 DEAD - SEISMIC DISTANCE AXIAL SHEAR SHEAR TORSION MOMENT MOMENT FROM START FORCE FORCE V FORCE Z MOMENT V Z .00. -2.47 -14.91 .00 .00 .00 -74.52 1.49 -2.47 -11.60 .00 .00 .00 -54.16 2.97 -2.47 -10.80 @0 .00 00 -37.51 4.46 -2.47 -9.99 .00 .00 .00 -22.06 5.95 -2.47 -9.19 .00 .00 .00 -7.80 7.43 -2.47 -8.39 .00 .00 .00 5.27 8.92 2.47 7.59 .00 .00 .00 17.15 10.41 -2.47 -4.27 .00 .00 .00 24.30 11.89 -2.47 -3.47 .00 .00 .00 30.05 13.38 -2.47 -2.67 .00 .00 .00 34. 62 14.87 -2.47 • -1.87 .00 .00 .00 37.99 16.35 -2.47 -1.06 .00 .00 .00 40.16 17.84 -2.47 3.24 .00 .00 .00 38.20 . 19.33 -2.47 4.04 .00 00 .00 32.79 20.81 -2.47 4.85 .00 .00 .00 26.18 22.30 -2.47 5.65 .00 .00 .00 18.38 • • UNBRCED LI'.16,7H5 Lx Ly = t3.Z ft FLANGE PCN3 *•1t:I.\/••• (s) Mc'nrt 133iZI f Negat ive (-) i,icluient 5. 30 ft Fy = 36.0R0k '.x = ..20 Crix Cb = 1.Z'7 Ky = Cniy = 1ø2 LOAD CASE P Mx (kFt) My (kft) 1.13 Ircr .1336 15.49 OL7t.NO 14.47 i l.45 ?.Z"Z YES suITrIL: s:c:o;'s LL - LC LC MF 4B M M Pl t'1 36012 LJNBRCED LENBTkS x = 24. 3 ft . . Ly ft FLANGE BRPCING Pc's it ive (-h) Moment = 0.00 ft Negat i ve (-) i:ierit = B. ZZ ft Fy. = 36.00 k.si Kx = 1.0 . rcx . Cb = 1.021 Ky = 1. 00 Cmv = 1.00 LOAD CASE p (<) Mx (kft) My ("k -ft ) 1/3 Ircrs • 79 • , 6 :,R 7 0. Z11, YES SUITPEiLE SECTIONS 30 LO 2 53.2% . . . .JIbxb - LC Ill 99. WIG x31 ---. LC*;E ® • x 35 — LC * 2 5 64% H'. . • • . ,. -517 54 Fr it CDL. 86012 UNBRACED LENST,S Lx = 15.00 ft Lv = i5.0 ft FLANGE BRACING Positive (+) icur;iert :i.. Z ft Negative (-) :rripre 15. ZuZ Ft = 36.00 ki Kx = 1.0 Cci iZU?! Cb 1.00 Ky = 1.20 City 1.00 LOAD CASE P ('.) --------------------------------------------------------- Mx (Rft) iy (.-'Ft) :1/3 irtcrse I 11.21 6.28 0.0'? \iO • 2 :12.04 68.26 0.0'? YES SuITABLE SECTIONS ------------------ 4i4 x 3+ - LC *2 W14 x 38 - LO 0 2 @ 78.7% W16 x 36 - LC t 2 Ry 82.0% W? W18x40 - LC2 68.3% 05/02/66 IVIF9 BM UNBRAOE.D LENGTHS Lx :19. 00 ft Ly = 0.00 ft FLANGE BRACING Positive (i-) Mcr.rt = 0.00 f; Negative (-) Vornrt = S. 00 ft • Fy = 36.00 ki cx = 1.00 Crux 1.121'? Cb = 1.00 KY = 1.'?'? Cn1y 00 LOAD CASE P (k) Mx (.ft) My (ft) 1/3 Ircrse I 1.53 -16.87 0.00 NO 2 Z. '32 -53.67 0.01 YES SUITAEILE SECTIONS W 1 4 x -: - ' s /* WI6x26 - LC#E Cy 64.i% WIS x 35 - LC 4 2 i 1+1.3% MFr 110 co 86012 UNBRPCED LENGTHS Lx = 15.50 ft Ly = 15.50 ft FLANGE BRACING Positive llylornent = 15.30 ft • Ne mative vic,rnerit = 15.50 ft Fy = 36.00 ksi Kx = 1.20 Crix = 1.00 • Cb = 1.00 Ky = 1.20 Crny = 1.00 LOAD CASE P (k) ------------------------------------------------------- i'lx (kft) My (k-Pt) 1/3 Increase 1 15.12 19.71 0.00 NO 2 14.91 84.79 0. 00 YES SUITABLE SECTIONS W - LC * 2 @ 69.2% 416::)x!(4. - LC * 2 0 90.7% x 46 - LC 4* 2 0 91.0% ------------- 05/02/86 86012 • UNBRCED LENGTHS : Lx = 22.30 ft • Ly = 0.00 ft FLANGE BRACING Positive (+) Moment = 0.00 ft • Negative (-) Moment = 8.00 ft Fy = 36.00 ksi Kx 1.00 Cmx = 1.00 Cb 1.00 Ky = 1.00 Criiy = 1.00 LOAD CASE P (k) ------------------------------------------------------ Mx (kft) My (kft) 1/3 Increase 1 344 -3938 000 • NO 2 • 2.47 -75.07 0.00 YES SUITABLE SECTIONS ----------------- W14 x 30 - LC * 2 0 75.6% • W16 x 26 - LC 4* 2 0 90.2% W18 x 35 - LC 4* 2 0 58.2% . * . L '• •. PROJECT NAME: NORTH COUNTY PLAZA PROJECT NUMBER: 86012 /-1 r7 Cb'ECk Ô GRADE BEAM DESCRIPTION: M F C. r, GRADE BEAM - INPUT/OUTPUT DATA Pace #1 WALL HEIGHT 0.00 Ft. WALL THICKNESS = 0.00 In. WALL WEIGHT = 0.000 Ksf. • NUMBER OF POINT LOAD/APPLIED MOMENT LOCATIONS IS 2 WALL STARTING POINT = 0.00 F. WALL ENDING POINT = 25.00 Ft. FOOTING LENGTH = 25.00 Ft. FOOTING WIDTH = 24.00 In. FOOTING DEPTH = 34.00 In. . . LATERAL LOAD MAGNITUDE = 0.00 Rios POINT LOAD/APPLIED MOMENT NUMBER 1 LOCATION = 3.00 Ft. POINT LOAD NUMBER 1 MAGNITUDE = 12.04 Kios MOMENT NUMBER 1 MAGNITUDE = -68.26 Rip-Ft. POINT LOAD/APPLIED MOMENT NUMBER 2 LOCATION = 22.00 Ft. POINT LOAD NUMBER 2 MAGNITUDE = -2.00 Rigs MOMENT NUMBER 2 MAGNITUDE = -58.84 Rio-Ft. APPLIED UNIFORM LOAD 1 = 0.000 Rif. APPLIED UNIFORM LOAD 2 = 0.000 Rif. MAXIMUM BOIL PRESSURE = 2.50 Ksf. .. 2.70 PRESSURE BLOCK LENGTH = 12.53 Ft. • MAXIMUM SOIL PRESSURE IS ON THE LEFT SIDE •,. • • PROJECT NAME: NORTH COUNTY PLAZA 7L.. PROJECT NUMBER: 86012 GRADE BEAM DESCRIPTION: M F GRADE BEAM - ANALYSIS OF SHEARS AND MOMENTS Paoe *2 DISTANCE (Ft.) SHEAR (UDs) MOMENT ((io-Ft.) 0.00 0.00 0.00 1.00 3.95 2.01 2.00 7.49 7.76 3.00 10.64 16.86 3.00 -1.40 -1.40 4.00 1.35 -51.39 5.00 3.70 -48.82 6.00 5.66 -44.11 7.00 7.21 -37.64 8.00 8.36 -29.62 9.00 9.12 -21.05 10.00 9.48 -11.71 11.00 9.44 -2.22 12.00 8.99 7.02 12.50 8.62 11.43 12.50 8.62 11.43 12.53 8.60 11.66 12.53 8.60 11.66 13.53 7.75 19.83 14.53 6.90 27.16 15.53 6.05 33.64 16.53 5.20 39.27 17.53 4.35 44.05 18.53 3.50 47.97 19.53 2.65 51.05 20.53 1.80 53.28 21.53 0.95 54.66 22.00 0.55 55.02 22.00 2.55 -3.83 23.00 1.70 -1.70 24.00 0.85 -0.43 25.00 0.00 -0.00 MAXIMUM SHEAR VALUE = 10.64 Kiss MAXIMUM MOMENT VALUE = 55.02 Rip-Ft. MINIMUM MOMENT VALUE = -51.40 Rio-Ft. I' .4 .. 4.., .4' Kiagge. Stevens & Associates, Inc. Civil/Structural Engineers* Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY DRL.' DATE 3/96 PROJECT -_- SHEET No,!OF_ REV._DATE______ JOB No. 960/2- CLIENT_________ NOTE No._L. DR,4& c"t/- 11 sr e. LA ____ PTE ')I I. " c• 1 • - • : 0. 0.6'(36) /6 z / I Ef- I . 7/g ci n ..' z ,. z s 4 CA /x/,3 9o5' Cey 2.qos gjic • V: o.(3s) 6 xC IX /33 * : • , - . =. 6k 1*. 4. . •1 . - Klagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY PRL.-' DATE 3/gG PROJECT SHEETNo,.9LOF.i REV.-DATE JOB No. _60/- CLIENT________ NOTE-No._______ /0' (F) =If tlyc + 0. 20 07- k ok . -ç (fp *'c.1I//:r u,o If 7 x. g 0 J (1,)L000 /1 7/04/ • ,AI • 1hQ W/Os33 • I • I:1 KLAGGE .STEVENS & ASSOCIATES, INC. Civil/StructUral Engineers. Land Surveyors • Planners 3111 Camino del Rio North • Suite 700 • San Diegob CA 92108-1754 .(619)282•8502 NORTH COUNTY PLAZA 86012Y APRIL 1, 1986 Kiagge. Stevens & Associates, Inc.'Civil/Structural Engineers• Land Surveyors* Planners 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY DR1 DATE Vi4 PROJECT_/16r1h c01,s7 R/a SHEET No..LLOF..i REV DATE_____ JOB No. _.O/2 CLIENT________ NOTE No. ;H/)ORr,i coci,Jry P/-/ZA.• H. 0• XA1 _X 6669 7-- 57 H .. Kiagges Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors* Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY PRW DATE 1/6 PROJECT AIOfrCOvii1y P4t2& SHEET No- .L-OF-REV.- DATE_____ JOB No. _E'60/7-.. CLIENT_________ NOTE No.________ L ROOF 51S 1.9 /O/6" 2.9 ecA fli 1.0 frOPSLOPt 47ZA poor 3 P/ R00 2.V p ?e P00W, 0.9' 1.9 2x g dd 2,0 ps c H. H 0.9 DL.- P-/h xr- 2-x(&/6 1.7 f,t/r— ?c6/6 /7 7G'.13 R 0.5 : 7/i" F. 7 ,S - "6 YP 0,6 0,6 0. 0.7 01 71_r oo- 2_c/2Y 0.2 PAR1PE7-- 75ig .3 0.7 -r- 2.0 7 p.sF ___ lLfL- J.7 7/,'/pL4 75 r/8/'p,y f'. 141st, 3.0 C. 0.7 /7 pcI: Kiagge. Stevens & Associates, Inc. Civil/Structural Engineers * Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY PPtJ DATE /1C PROJECT SHEET NoLOF_ REV., DATE_____ JOB No. _6O/7- CLIENT________ NOTE No. 0 RE4C.T/OS c-h'/eve.$) 6' 7 6/ 7 /O Fo p/ / (I3.5/L)x2O 7'x7 log i,o x 2 4(3c): (6) \ 725" xL:x/;o \ X/.qo" b /,5O" Y- ,'' 7.16 i 1-17. £ • - cvi) Ei6" A' .02 -5,3? I c' , Kiagges Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors' Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY D,W DATE 3196 PROJECT . . SHEET No _YO F_ REV.-DATE- JOB No. 9'6012- CLIENT__________ NOTE No. tMAJ5,4R17 7-/6V 20' Zx C TEVE : •. 16. . 7/3 "PzAST 7._c Wp S. • 2.0 I CJ , P PD 6 x // 70 Ic S P L O 1Jp • S 4, IRD L7 r' 7,g 1w Re -. S,6.-/. B • R: 212 r" —70' H: RL 60 -20 D 70(2) - / /76 "•' )X •.. . . .5 2/6' /1 Yo c2 x /6 ' L'/0 1< Klagge•Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY DRW DATE 3 /6 PROJECT SHEET No 0F....L. REV. DATE__ JOB No. _BO/Z CLIENT________ NOTE No. _R A4J/ ° ' "r q176 '- VT 18q Ar - 23 (L/) 1" US e flqb/ ,.5 -63' lI/s 3AA4 AS t137 V7 - 2-6f 'j" 3 - Yc5Pr t'I4'.4' . ix w" 2- t-IJ3 2O P 1% Zoo P" - ~-•c coii' i7p'r e-i, 2Of 2-12 /6,i - — ell SEE C014P 007-P-'7 6 03/15/86 Ivj,3 85088 . BERM ANALYSIS PROGRAM SPAN LENGTH = lIZ'. 50 ft 0 LEVI CANT = 2.50 ft NIGHT CANT = 0.00 ft • UNIFORM LOADS (k/ft. sf/ft & ft) L4d Wi W.. Xl. - X2 0.216 0.016 0.000 -2.50 10.50 POINT LORDS (k. sf & ft) Pd P1 PA X 0. 200 0. 056 0. 000 -2.50 . RECTIONb (k & sf) LEF*T - /0.9 i / 2 79 Dead QI 409 0 051 . Max Live 0. 198 0.084 . V Total 0.60/ 0.135 - • Miri : Live 0.000 -0.018 V-3'/ Yr%.-&r 277 otaL 0. 409 0. 033 MAXIMUM FORCES A1 L?s'x/.5/qs V-max 0.35 k ( . 0.00--ft M-max = 0.2i kft 0 6.74 ft M-min = -0. 75 kft @ 0. 00 ft . M ØØØ k f t 0 77 ft . . . ç3 /J D/o. 26 DEFLECT ION Dpr ,'qo E*I units k- ir,a . . .. 7S3 1r /tf/,z3. 6o2-''>, -LOAD Def.i (in) . X çf•) . Total -4097/(E*I) 3,40 626 tj 9179/ (E*I) L. I z , Live 4376/(E*I) 5.25 L.C. Dead -18/(E*J. ruiidspanu --'TOTAL Defl. E*l L / 180 27537 L. / 240 b 71 G- L / 360 . 55075 .-. . .. • LIVE: Deii E*I L / 180 10002 . L / 240 1336 . L / 360 • 20004 1• 7 03/lb/86 IvJ4 .. . 12.133 ; BEAM ANALYSIS PROGRAM '13. SPAN LENGTH 50 ft LEFT CANT = 2. 00 ft RIGHT CANT . = 0. 00 ft . uNI FORM .LOADS (k/ft. sf/ft & ft) Wd WI WP Xi - X2 zi, 020 0. 0 1 o. IZI00 -2.00 13.50 POINT LOWS (k, s & ft) S .....•0 Pd P1 PA X 0.212 0.060 0.000 2.00 REACTIONS (k & sf) . . . . LEFT RIGHT • Dead -- II.Li$i V0 252 IJ/ Max Live 0.211 0.108 Tc':a:L 0.6313 o. 209 141 1Z. Mm n Live 0.000 -0.011 Total 0. 42]. 0. 089 7 5 MAXIMUM FORCES V--max = 0. 34 k Id 0. 00-ft • M-max.= 0.60 kft @ 7.70 ft M-rniri = --0.62 kft @ 0.00 ft ii = 0. 00 kft @ 4.56 ft DEFLEC ,rlON DATA /70 /o E*I units = k-ir'2 _.U..r1._.L.UL fly 6/6 /1 I Total 1786 9 /(E*I) 7.19 A L.C. Live 11957/(E*I ,. 7?< --5669/(E*:1) L.C. .5 - Dead 5814/ (E*I) midsoari TOTL Defi E*I . L / 180 19854 . L / 240 264/2 L / 360 39708 '5 LIVE Defi E*I L / 180 21258 5 5 5 L 240 8344 S L / 360 42515 '2 /6 " 5S 5 •SS S Kiagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY DR" DATE 3186 PROJECT I SHEET NoO. REV. DATE_____ JOB No. _a/2- CLIENT________ NOTE No. _, /69' p11 6/Ji = /19 L V /ioC Ar /9 ' II RD / / q PIC 2..qC 591 t2 D 3'2_o/ i/ - 7I7 ' /6/Ji /6 2, RD 73 ' 14176 7 RL 55/ //O2 V= 2s?g " US e S x w,"J t/,$ .zcg ' 1-3/ 2- '-/87 C/ 7 1y &'- V i6 771 ,s ,' H : °.EP2L geas I •- P2 - RP2 'J fP2 gP2v $P 0 4- gpis . S • 0- lPIt1,._ S RP' . S I .: • 0 5 p3 . I !RP,0 S Kiagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA.92108-1754 (619) 282-8502 BY DRk/ DATE PROJECT . SHEET No- LO-0F-REV.-DATE-____ JOB No. 960/2-_ CLIENT NOTE No. R ROOF FR''1iAJ& Holl r---- Kiagges Stevens & Associates, Inc. Civil/Structural Engineérss Land Surveyors. Planners 3111 Cam in ode l Rio North, Suite 700 San Diego CA. 92108-1754 (619)282-8502 BY DR t./ DATE Z/86 PROJECT SHEET No!LOF_ REV._DATE_____ JOB No._26Q.L2_CLIENT_________ NOTE No._R BPoRi,''S (T-YO) T (/20)7. . S P -AJo 2) V Z5. A 3Z . _2__ 7 ,9 (L/,0) /-1- 300 • /.9 , (/io) • Klagge•.Stevens & Associates, Inc. Civil/Structural Engineers' Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY ORE DATE 3/86 PROJECT SHEET NojOF_ REV. DATE— JOB No. L6O/_ —CLIENT ________ NOTE No. P 2'xIW D:/2= 2 L 2'x//0z20'4 L 0. J; 2/ H L-7-oA'o • . /b' . . R be V - /$8" A, 6 Z ,- J/3 - 22 ( /o) 2c' 5P2 . • p . f; /7 2' I ISO 30o 1—), 2- See ai'ov.e CJ 1- 2'c qO /'O ( i /t/ //80fb V k - 6.3 R p 915 " Ic, P.2 ; • 2- 2— S P3 . Ct.eI 'Cc 5 2 Cast 1 /3.5 A/flV.,'5 ,0A A,1 g' •,o ' /070.6 96 I')20t 1/0 j30' 6O CO; 2 /0 5'/1AN- 2-I 33 /8 • 2'x /2 /SO /71! M , Ar / - I'cO 1 I/O £' 37 . X . Klagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY /2RW DATE 3/9e PROJECT SHEET No-L3—OF— REV. DATE— JOB No. _O/2.. CLIENT________ NOTE No._______ x 2',c j 4' p1 = 2 ' P 2-0. = 1''e2pk ,oJ- /.'$' L- - 32's Rb 2'' P1 1613'" P2 0 2'c[7'x20+ 75.iiiJ - 13/ 67 L 22.L/ 1-2,1 V T 75f" 6.111 1• 27 ,' spc 12 = A 1-41 Ll 0 9 ' . 61 ,1.Z?S RD 4521 ' i57th '41T - /56/2" - 63 R 3306 1/02.. RA 2 P6 6 q us e (5VgJç/ Kiagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY RLv'DATE 3/26 PROJECT____________________ SHEET NojLOF_ REV._DATE_____ JOB No. 9'6012- CLIENT NOTE Na (Typ) g' TiV3 . IS 27/ 9' 7-R /3 303 p/f /MX 5P4/J 87k/fl x/O ,*2 /38' /3/' L/// s12, /7 8' 19.7 205 c/ x16 2 1- s..s 2- '2 3, q . pErccr,o (L/20 -ro) • • • 4 • • Klagge• Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego .CA 92108-1754 (619)282-8502 BY DR1^1 DATE 31,f6 PROJECT SHEET NóJLOF.._ REV. DATE_____ JOB No. _'(0/2 CLIENT________ NOTE Na 20 2- 97 10-Z oS3 ' #'7 201' -s- ic R: /17 A y. 30 ,- ('i'.) T, GLS 3'/J 33 / 26 11"X /2- t- J?,/ 20 200 RL 2600 - '/"xWt /93 R ,. /37 ,3 lot,.eA j VT 57O Ar- 37 (L/2,0) i,. i 7 2 7 U5 e 68 3Vx/V 1? c2:19= 9'c12i2.0' I2,/ CJ2 :ej 35 pl( L (Ri's) 0 97 J. 9794 /3.5' Ig.7' KD- 3026k f t7/Lif V7 sf (LIo) Z 2. 'f 7 ,n Uso &LB /pxf8 O,qs "/ j, Klagge • Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY PW DATE 3/s6 PROJECT____________________ SHEET NojLOF_ REV.' DATE- JOB No. _6Oi7_ —CLIENT NOTE No._R /Z5' 2.0c? (RPa) Gewme'-fry As 9P3 L:c? 3396,'. S ;L2 170z isao' 2612 '0 g:c'0'4 RA i9 ' Vr A- ('-/-,) 2533 , (L/26)vo k. • .5 0 .qi SA-4E s 9P1Y xcer - (J, ' V - G'1xf2-4- 20 // Al g D Zf' a 0 • ./If' 2211 Ll ; 17 5 //6 )ZA /6 si /16 1. 2'.o - /6Q ic • S 4 /60 ; ; • 1/1_ = , 6 '1 ' .4,, 3 41 /M .Ir S 643 5Y x ig 5A1E.t RP5 &xcr - 9: 9'x/24 /20 2./I ll 3Y7 2693 • R /ii 22q/ • 0 .V7 Ar 3.6 9A 116 s-I //( sf • (/) && ; H S • Al o "/i. = 4 Klagge. Stevens & Associates, Inc; Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY ARW DATE PROJECT ' SHEET NoJOF— REV. DATE— JOB No. _$6o,7- CLIENT_________ NOTE No._iE K P3 12= 1/'12 /q320 Z// L L'1 10 t .37 - Iq 91 R. 2330 ltjoo '--. 1' D2"xf2-i2o -116 //. L.. /60 .,'qoz ;Ik Z'xf,O 22-O 3767 Sr 1 38 (L,/70) 2/ 1%Y Use 6L..B Yg /9 ,- 0.98 =4, PB /76 L' '.20 -!o L/60 A P 17 g' ('.f? uS) Z 1, 2.L/O 5E CCMI' 0C17PC17 RP &)L LY 'x(i2~o) O(,7'tI -)= 3C>0 ii ' L' i"x 20 5 S L 16 S S 72' 15-,,S-' 9.5' p = //6 p1 12 z %'(5'/2 coc'' L-/6o L--o Cop OTPr .,,.. - • ' S S , EEr1 c4NL\'SIS PRU6Rc- SPAN LENGT ii = 24.00 ft LEFT (2N'i' = 7.20 ft ' RIH1 CAN'T' = 0.00 ft UNIFORI L.OflDS ( kift •sf/ft & ft ) wi X 0. 16' 0. 0010-7.20 ILl, ILIII 0.116 0. 160 O. 000 0. 00 24. Z POINT LORDS (k, s & tt) Pd P1 Pf• 1.208 0. 000 0. 1000 RECTIONS (k & sf)' LEF'i RIGHT Dead 4. 16 0. 775 Max Live 3.245 1.920 i'Dtal , 8.161 2.'695 • Mir, Live 0.000 -0.173 •• Tot a]. 4. 9 16 0. 602 MAXIMUM FORCES S ' V-max = 4. 10 k 0 0. 016-4-ft ) 30 Nt-max = 13, 15 ktt ' M-raiiri -18.96 kf't 0 14.24 ft 0.00 ' S > $ Ni = 0.i0 kft 0 13b2 ft DEFLECTION D"1P S E*I urits = LOPO • Def,. (in) X (ft) • S '1c'ai :1:153610/ E*I ) :13. :16 5 145/35/(E*1) L. L. Live 11'34394/(E*I) -1146618/(E*I) L.C. S. Dead --5b658/ cE*i) , ridsoar Use G- 3 '(? X / 1orLDef -L - L 180 0107--'NO S ' L/ 240 ' 20.1.76& • S - .L / 360 '2653:1 5 5 5 • '. LIVE Defi E*I L / 180 1194393 L / 240 ' 1592524 5 - L / 360 ' 2388787 5 )fJ3' In' 5 5 •• S '"• . .. /2I?/86 F4 Fm- 9 U 6 ill 1 • BEAM ANALYSIS ppj SPAN LENGTH = 24. tø ft LEFT CANT = -7.20 it RIGHT CANT = 'Z. oo ft . UNIFORM LORDS (k/ft. sf/ft & ft) Wd Xl 0..250 0.160 0.01110 111.00 15.0 0.116 0. LEo 0.000 13.50 24.00 POINT LOADS (k sf & ft) 3.- Pc x 0.61114 0.00121 0.000 17.20 . . RE1iCTIONh (k •& f) . LEE RIiHi Dead 6.088 1.568 Max Live 2.58$ 1420 .. Total 8.671 3.486 . Miri Live 0. 000 -0.0e6 Total 6.088 1.481 MXIMUM V-riax 5.33 k M-mam = 21.25 kft 0. 0'ZI+ft 12.73 ft I Ar 3 ;• M-riin -:14.20 kft ' 0.. 00 ft M = 0.00 kft 0 • 5.14 ft . • . • DEl-.LEL...ION DP,T(1 • E*I units k--iri"2 . LOD Defi (irp. X (f) Tot al E12144150/ (E*5) 12.40 -:1216111/E*:[) L.C. . • .. . Live 114417/(E*I) 12.00 -1 14e6iU/ (E*. ) L., c, Dead 846839/ (E*):) I1idsD 'iOTL. Def:t E*I L 180 1277594 3'IleL /g e 6L 24Q 1703458 . .. L / 360 • $555186 In D . o.i /..5b J• • . . . • L / 180 • 1194394 L -/ 240 . . / 159$525 .. L,/ 360 • 280787 I .Z- 1327 ,,.' J'0: ', P:17 g'ic /2OO ?c 72O' D 'x/2.-i p x 20 160 1"IT- VT 3 ,qj.1( . . "•1- /tc7 e. G len D 0,"I .o.qq"= Kiagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors• Planners 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY I'k1 DATE 3./R6 PROJECT SHEET No- L-017-REV. DATE______ JOB No._960/ 2 CLIENT' NOTE No. _R P ; C)L4'C) .4: 4i 10-5"'8,6' Z3 ' fp 22-i7 RA : /0? gp/f • P CL / 'L //53 2-0/5 RA /03 f /03 Kiagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502. BY 2R-' DATE 3/G PROJECT . ,. SHEET No,.OF_ REV. DATE JOB No. 60/2. _CLIENT_. NOTE No. ' pJ75 Ceorv17 A RPii. 111 .xIa-f-w 2L1S = 3/ p1 (Spq) . ,•. L f Rb '4301f 2 1/2 - / L11 zo- /3/ 2/I /03 /03 . •. P L - 7')c ISO loco L- '90 630 1r t/r A..- S3 h 2 2567 ' L'1tQ Cc& RPI3 D 06 /'b Oq1" I- 2sg £Vf /G$i /S 22C p/c g) /o ioc / v 9 4r jg /i se - / VI' P1 I //( / - • 3306 (07 . . . 35I3 . . /'3 /Z/7Lf S9'7" ,ç Pit ' 92 V7 S37' A,. - 113- (L/0) T, ,L/ cp 8 4z, O69'//5b /O3'f' Klagges Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY 0kW DATE 31P6 PROJECT SHEET No22_01F_ REV. DATE 1 JOB'No. 9601.2-. CLIENT_________ NOTE No._I? pi5 9A 6eo1ry gpiq /16 x to J'O 0"V4 Y) 23 ' 2/c'? '-S / PD • /S?Z J:/032 /032- P, 1102_"<-(Z_C--2_O,t'y) • (6qs) KA 8' • 3! , (/)(tci) r- /253 ;' H •Use - 16 Q, D /2f/ III I 41 • L = /60 _Q_ V L.. 0 . . IL 2 S3 p 2 P)( /70/S ' 20S0 I37 1/ I/O r • :......... IOQ S 100 - 12/ /N VT 3. qg ' - 2 q t 4 (t/qo) Jr /'iO3 • GL8 3'/c/f t O3 /D °'9 q / I. .. . . .. LI... I........1 •.;. • ....... • ;.. . • I .. L.. Klagge. Stevens & Associates, mc! Civil/Structural Engineers* Land Surveyors. Planners :L 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY DR DATE 3I9 PROJECT___________________ SHEET NoLOF_ '.1 REV.`DATE_____ JOB No__'Co/2 CLIENT________ NOTE No._R P17 L/6O 4o T. '1:-• pp.,.cz0 .'k 220 2.079 -IT izo , R :l0 . . A V Y, 09 I x I = 66 /IS-1 ocq'-, r At RPI7 l7 9)/z~lo - J2' /'' 2.57 24" 237C 1 R - Zii 9 92-3 L-0 liZ s /IZrf P P= /9'69 : . q'ito qq 32:: /36 ................ ... H All I . (/) i,. /960 - . __--i-•--•-.... rpi 0 /1.5O, 1/2"'I'9 L/cL C17/I/ L9:///+ L? 7 1 IK 20' L.) 41 Hi . LJ6o L'-2'c9'O /0 /7 Zas& 117 2o 2.063 V - 11 R, 0 • • 0 I I : - • i . • I Kiagge. Stevens & Associates, Inc',Civil/Structural Engineers * Land Surveyors• Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 ............... BY PR DATE 3/'C PROJECT____________________ SHEET NoLOF. REV. JOB No. CLIENT________ NOTE No. gpw 6eo.,Sry AcRP/7 .J• V iii 20"i.c' / P1L' .R)(/50 ?/z.00" R /909 : los-i .. . 70? 7Z0 gA s qg•,.c fl7 26.' 3 'c" (' / ' •• - O.SS //.s O.3"—, i'" : P2_) : gpjq 0,1 Q: /' /2 .0* ego. 2J?5'o /J 9"X/2.-) 70 116 2195' :'3 7 . . -- /- 3'x 9,0 /11 3123k' /3S , I V- 65 3p/8 &eone7 As pplq V q",x izo r i, 22 /00 -z- 17z 8"X/2i0 1/.6 /z o I I - /330 P 110 ,O 17- a'x/so~ 2' 770 I (J 6&3Yx I 07/ Klagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY 17kW DATE '/ PROJECT SHEET No,.OF..._ REV. DATE JOB No._ $7601 CLIENT________ NOTE No. I? RP3 Geo"ry 4 RPi/ L), /StV" 30g'q Z/2 j 7.-/II EL - //.S3 20f5 gfr ,03 ic3 -, 0 - 720 Vr Vce B 3'(I gp2•y /Za0//6" / 200" /60 r 2I6' /2. ' Vr 3,s-7 A - RD iSZ2 ,) R /00 xf /00 q / Rp2c /1 /63 (,eptl) a 2OO. COie1y As &-' 13'O 0 ZJ2'4 /02 - R,aZ23 22-23 V - (3~ Ar 32 , /3L1 w" 3'/g x/ Kiagges Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY DR L-' DATE 3/ PROJECT SHEET NoOF... REV. DATE__ JOB No. 9,6012- CLIENT_________ NOTE No. P 1P2-7 tJ 3x2O /3')c// lO 22.3 13.1' -1 / 3 'x 16 10 I'-/6 / /lr•- 6 Iq -' L Ar Vr 006 /' p,' I vr~e 9x/Z - a 02-.S'x,2+ 2) 2 L 3/6 . 2.S'10 jq Rb 3660 265/ P I 1/6/ '-1/3'19 1120 96 267 7 /_gS- • D /067 /7.' * ,4_ 7; • L S591 •V : 5./i 4-- 37''T S I..- - c06 3YxJ3Y /.' S IxLO* 7x// W F L D /3 /3 S • - 96 2-" /17 g)g i9/i' - • S 311 27c7,/( (Je qxla Klagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 311.1 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY PRL' DATE 3/86 PROJECT -- SHEET NojOF_ REV._DATE______ JOB No. 96012- —CLIENT NOTE No. / /117/ •1 L 2,10 ',9 ' f/-f 20 - P" P (see ) 1' V F,t/f A- 6/ ' ('/iro) 14 S e 6B /6 07-57 //5 D / /2 1-1172, 5 IF,,F'2. '-D £30 0- 302-6' (P3) 4; 4 4 P'P 2990 (g p) J' ',o' £3. R9Os 9'3qg Vr : /I.6-( A, Ps R- 302.1 329 (c-,ço) 7- -. 23,77,,. 06'7/5cb:/02 -'4 /193 i P-IP k'-v 4, 4_ 7923 939w :RL Lj36c 1 ~ Z5 1/3 '" : IL (R S F',.. 32LSIL 7C, 7o 32-0 VT 11, 76 A,- /07 1e Ge-B 2_ 0.7/ '1 1P F ----:3 3g7 IL • 3C0C' q17 V7 -/0,09 7L/ ; .. 7'- £ '? /7 4 50 = / V ,4, i3; (i, lU) . 2_5 ;, U /.I2//J ZV 220 9Ib' - 7/ - Vr f,- 357,.' • 1e_6i<i = oq - 2 FM P, 3O1 (g )22 3.), PL P Z,'q (gpii) L I/S3 /7, fr/ /oi, / . 22 96k A.-- lo -.y n zg' .L/6'. b R, 2t0(h '-/177 Klagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY L7,QL' DATE 3/86 PROJECT . . SHEET No REV. DATE_____ JOB No. 9'6012-- CLIENT________ NOTE No. R Hp.c • 0 Kiagge. Stevens & Associates, Inc Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY W DATE 3/I6 PROJECT SHEET No OF— REV.—DATE—____ JOB No._6O/)- CLIENT________ NOTE No. _R p p p • P;D '699'' 0 • L /f 0 , /1 .77.68 k 0 32? ;. t" L/-,- 16, 7s A /22. ,1. (/vo) : 3L//7 ,,, 9 YZI/ • :0 : 5 5'/; x • • O37SA, i-log 0 0 0 22.6' 0 /// O+ 20 2-2 " I' • = 2c " 'G • R LS. "1r /'&Y ' - /'17/h 2 S gq .0 VID so I,-- 9'c7 ____ • 0 • 0 0 • • x 2O - b 3763 /O /7 • 0 '- X. /7 ; () 4 = 711 ; • -Tr /1/cf3 • 6c16 Klagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY OQL.J DATE 31P6 PROJECT SHEET NoOF..._ REV. DATE JOB No._.260/7_CLIENT NOTE No. _R '-D= 4'/2+ 10$-/ 'P//iZ0. 26/ ',ploc 2"VI 2.'</6//6 H ' ç 2-036 T 4/7 H ' Vr 4 : z- - ° 6x12- 1 •i. , 'D /0 -c~g"A-//i-2o 243 p/ S, 6 1= //6' :.-5q7 • "r ,2901b g 3zc v1- - A,- (,1 6x6 2'x/7_ /XI113O 23' ' = 2-'x20 = £10 ,.. •s :•... R ' 5. 5C7 AL o 330 Pt 96q V p _s-, - e 5 x 3'b /i.5b 2." • HP/c' TYP -P00 1 • • L 3 ,' Q /3.5/a x 20i 2'x2.0r<,/*30= 3.O c ILI • • (RP ,) - ,• = , •• • ••I .••I •• 'Asee I ' "'°'P' "1r 71022 • , CASE 2 PQ - ~;- V- 6"16Q' A= 63; Vc 'x 6 • //o. p • • _____ Klagge• Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY ORLAJ DATE 3/ PROJECT_______________________ SHEET No,.2OF_ REV. DATE_____ JOB No. _'60/2_ —CLIENT ________ NOTE No. 7 i /1+ 20 6 plc /(1,20 S)cf/., L=I2C /' 10 Sly z /6 ' /17 2 / 0 ly - /c L"r A?- /0 ;Z VSe 6x' 612,6 20 p/-c 0'/5 6 IY2 g'/;;:: 1/2'-/7' V7 - /3L/f' /IP/7 p/c -2- (x9) _______ /06 g' 6,3 "r /0,0t9 7S - 1A, S V-- is Te Z6 2- 6c(O I C...', (nüi '/71 ''t7' 6$,' • (33 Vi- 2O2 Ar j_) c7k = p osc 4 370 4 //7 IL A. )UO AC, P2_ = RP2gP4' 0' - 339,9 1 : 1= 2coq' 26 2 - A •/f 1/6 : 193 q lb /- 1i'32-'-1 A P5oo'4 3O Kiaggel Stevens & Associates, Inc. Civil/Structural Engineers* Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY J2RvJ DATE 319K PROJECT_____________ SHEET NoOF_ REV _DATE JOB No. c06012- CLIENT NOTE No._R ,:' R62- 1P, 1FP3 L /0 $' 4- " 3' R3 jP 1")"V li 'I.. H 4 1, ; 1x12 -t •30 &2, 30 • ,; kpl P2 1?P2? p 3c.c$ 3,660 lb / i- A iii .., D /W13 Z600 - q6 7- •+ zSoq 3i7 / A -ig' io,' /57- •t P,°' p= 2263' p,• Z76LI' 1-= 326W A= /63if A : Klagge.Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY 09 DATE 3/6 PROJECT SHEETNo.LOF... REV. DATE ' JOB No; F6'0 2- CLIENT . NOTE No. _R ofl1/Ps \1,Pt . f P3 /q3,(/t/y3337L1 . . 7 3'q f' 'I L z 2ot 2o' L//30 36'/ A ,. A= lao . /o/ z 2O'' A 2- oLl IF q - 7'B'g'y' .. . RPZ+26' • Ac . 1iPtI IP J. I 3 b f \1, /t, •' I/ 1 2.2-12 p.S-00 P 7392. 1.. = i... /O/'/? 4. A 200 .A ? 2 57 . , • R67 . • f7 9P1712.6 p RPIS'- if j,F j,35 I? 36/'' ' b 252-1 -. /sqq t//20 ". 1 • • L3016 Y 44L/60 A - L09 ji. A /12-. 1/7 .230 1-1 . 4 4 '1• j• 'g' g' g' Ia' Rag f7,P8iz6' F4( 'R? 2-6' 3 f// 4,lp L /0oo • • A A 100 •. F -i - • .. jo' P, -, .1c • • I • • D. 35-r7 • • • .• •, A 22 • Klagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY 12R' DATE 31S'C PROJECT SHEET No.OF_ REV. DATE JOB No. CLIENT__________ NOTE No. / p:py.' p2. RGI/ AL : :L f h& :° z 27'/. P.- '/'107 '4 I' I- 313 A 3 og' A: ct'• t' 2' L/i1 I P. AC H" IPi IP, .30,p J f z 000" A. 4 A 2.00f 2': 6'l' 9' 'j'2.' • P RPi/ + 7_t/9 P4, PGIZ • P 32-96 '' (2 i6/CD '4 L-=. L/c.?o A zoo s1 A 3oo 2_y, -I -r 2 9 - P2. g pict - '. .4._3p11 p 2-73/ ' p - 325S'4 -4- 2 • j1 '7'O 2J 44_,f._44 A 30'1 A' 1177,i'• /,2'g' £" 1.1 / • p//#zq.,? -,4c P1 a7- 99 '-" • L- q000 1_o A: loot-i 1.2' 9' IS'.c'/,j' • P3 p +q,' : • • • 4 wo-, Kiagges Stevens & Associates, Inc.'Civil/Structural Engineers * Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY9RLJ_DATE 3 I-V6 PROJECT SHEET No-37 LOF— REV.—DATE— JOB No._6Of2_CLIENT . NOTE No. _R P. P., P1. r- R/1 i&PW RP2-V /71/4 /S21 339 ,_/qoq1 /926 A- 35r 1 A qg+ /Q /98 P - Ac RP2IRP2S- W • p i-oo )./o 2 .41617 0 L ZIA8 9- 2ZZ3 A - qgi /00- /9, RP2-2-4RP1 p 2.9w 2717 1330 t I2.357 )-56T A 0 1 R&i'i = 2 )ç // i ZO 4-30 1p.j,'' ''-t. s- p.,' /6 90 - 4- P,:R6 12-P RP2-v+/'P/3 z,.s- • jt. /97 t /2 30O A 30o A 100 0 7, S • P gP4RPJq . ....S Pa6 gp, p - 2/ - '4 Pt. )2/•7 7- L/Cf/t/ .5 2-23 j17 3C97 : L /235 1032: 22C7 I A /00 4 9 L I1 2 A So 31 el 38 . -. ... .. .. . • . FR c3 1 . . . S • - 8601.2 DEAM ANALYSIA LIFtJUR$I SPAN LENGTH- 25.00 ft • LEFT - 0.00 ft -• • RIGI--T CANT = ?I.IZIØ uN:i:FoR m LORDS ( k/ft f/?:t &. t) 5-. wc , , :1. 0. 03Ø 1.000 , 0. 000 13.. ØI,i 25L iii S POINT t.OI)8 •( k. if •& ft ) : • • Pd S • 3. 2i55 -. 1 :131 117;000 10.00 -- S - 3.660 :1.455 IZIIZI 13.00 4 s'i43 - 3.471 it. ,ZiZ,iL 13. REACTIONS (k & sf) - LE'i RILHT .. . S Dead t.963 6.715 S Live • S 34 3. 711"8 • • Area S 3.690 . Total -. b.312 ILI.4Q) • r'iX1fiUci FOLS S V—max 1IZl7 k i25-00 -f1 --mx A2.77 kft 13100 t • • S C DEFLI ON •. • 0 • E*.t 'units -= k--iri' - S P. Defl (iri X(ft) • S ic't1 - b7 -'ZI3/ (*j ) :f.:. 'I • i..iv • :61714./E*0 13.114 Dead ELI/i 17')/ (E*1) -icsur, S S • TO...j -: *1 5 . 0 • L / is - • 5 21.322 W/ 240 6949.76. >-1: 38'61 -. • . • / 360 104.4664 . . LIVE Defi E.*l : S 130 i57'7 S • • 5 .-S. L. / 24. 2093716. 55 x2/. 5 5 . •L / .36k' • 3140574 0 's • • • • • • I n. c r. I- er -ir rr rn 3<D —rrE' rr C 2 tr' m rrr- rrrlo * r; U IF-W! D LtTi'-' 2 'IT G'12 L 3. --.'.•-jr H q- a, !D J- _ x x ic a — ua — r — 3 &ctu- r C us' 3 I rr 002 z ss.rc c+ c z. If it ' 1-7,; D I r D1Ci T- fl 2 sr w -i-I cc l . u It Iii ut .1 us'- - s c. L i- '--t -•rn (i cr. - r Lj 1' r r I r' r , I- — '-.- I' - S 'S T. fl '-.. T .--- 1' Lf.-rr r:'Z• -t--t- 3 fr-sJ'* '5* rnrrrr I I '5'5 is LhI citIL - 's'us - * ———- r t I - Ln I T1. 'SE LT .1 1 -" •• u-i- u- - >c • .'— ii S'S '— Qu-('i - > - u no L - c- --- __ • 'S L • • S •• - S • .5 1-•. -S • 5- 0 5. S — l x - • • • ; • - : • • c 10 86I112 BEAM ANALYSIS PRUGRi SPN LENGTH 25. 00 f t LEFT CANT = 0.00 ft RIGHT CNi = 01 00ft UNIFORM [_CD8 (k/ft. sf/ft & ft ) cL ui 0. 000 ui . b POINT i.ocws k. cr,f & ft) .. x a'..a'bs 3.264 163.000 1.00 L.764 3. 98'+ 200.000 9. 00 2.764" 3V984 200.000 17. (uZs REC1IUNS (k S,f) LEFT Ri€H • Dead 5.EO3 3 4 • Live 6.958 274 c4rea • L-red . 5853 4.050 Total ------------- FAXIfr,Uui FORCES . 4, 72- 11—max 51.94 kf.t @ 9.00 ft DLEL....ION i ........... L*I units kirs2 . 2 • . uef:L X ft) . Total . 58$58(I6/ (E*]:) 12,45 L..ive c7fl721/E*i) 12. 4t, Dead 3093987/(E*I) rflidspart TU..1L Df'I E*I . L/ ISO 349548:3 . L / • 240 . 4660644 699096] . • 2 LIVE • Defi E*I • • L / 18II • •163'932 • L / 4tô • $i// L/360 3278øt5 .• • • . . . • 5X • Gel— o.q" V.. . . — L. S. C . .>. LT -- (I ) A V. V N.. c\. S t--- — 4- 4r -, -! V Xi V S V I-r-- i --.4 !."j )J Mi 4--- _~ LT) 1jUi 1m 31 j- tJS.1 i -- - +- -, - - - Lai - - -' Ji ... -.- Cl OjiJ U 4- ZCC -Ii 01 _0 CI) TI tD I a S' - • • V 1 47 $ w;nco-i. — i--o -V.-- !S . V -J 11_Ia J I ill Lit ii 0 WS WSS VJ 0 . Z : V.4 04) Q)I) a ' -o .i - ru- -j I- -i HaaVJJ11 H tDWra Lth; WD-'--. VV . i E ZLLC U Z J >W4' - Ii -1IL '<it -u * o: 01 -1 aJx 0 W .J'-'-_i • S - . V 5• . • 0 03 24 86, hE-iri -NU_y S .i: S FR 0 G R H lyl . SPAN LENGTH = 25. ®IZI ft LEFT CANT = 2. 00 ft RIUHT Cf-NI +.9ø ft UNIFORM LOADS (k/ft. sf/ft & ft) w:i. - Li. 1Z130 (Li. 121 Ii. (Li'Ziø O. 00 29. 90 POINT LOPDS (k'. sf & Ft) Pd P 1 P X 3.374 4. 130 2ø+. Ql 0 0 7. (L 3. 649 .3. 96 204. 000 .. 649 . 564 204. 000 23. 00 • 9. 87: 10. 'Li3: t,-, 17 0n2uLt 29.90 REL.....IONS (k & sf) 1._Er...I NIGi-fi S • Dead a.606 Max Live 4. b76 :i. 03 0 245 864 • '+. 507 i:i.522 Total • 7. 113 356 0 I . Mirs Live -1.97 9•70 121. 12100 0 Are, L'Ij -:1 392 Zi. 01210 Total 1.215 18.835 Mx:c.Mui FORcES .0 • V-riiax 17. 1" k 0 25. (LUZi+ft A 39. 12)3 Rft '2) 7. '2112' ft 0 M-rniri -. s kft Ca Oo ft, ) , .- t-// N =0. 00 kft 0.. :1Z',2i ft DEFLECt'I ON DTP . E*I units,k—mE •• LQD Defl (irs) X (fti - • 3639b'3/ (-*'j ) 'Zs 25 /fl5I/(E*1) Live - 2763006/ (E*I) :12, - 0 2454792/(E*I) Dead • • 'rrsi rsds.iar, TOTL Defl • • E*I • L / 18121 (L3936 0 -p j 2.73' L / 240 6679914 L.. / 360 :100198/1 0 _I_. (/1 /;s/ L / 180 3../573:j4 L / 240 51ZI09778 D 0. 06 " L / 36121 75:14668 ..A% 6 9; F2L/.. 09 / I-09 T 91 F / 1 09F - 47 '17 0l / 1 4(i 'i).oj uJ;pTti F647 T (I*)/LOcc3/? .. At (T*Th X ('At) t.4çJ• IA .- = S(Ufl i*Th J..h(i NoIJ..31..a _1 co 19 ') 1. -1 )l 00 "0 =W , .. 6i) T ) 4.'i !0 L- 1AW—AJ • .4 00 L i ;ç c'' = xLeLli-tAl ' $'O/ V "c :' i c 471 = S 633d0. xkjiAi ç:17q7F c7,017 '0 {\..Cj_ • . 000 P.A1 . • . 0 000 aA ut '• t79 q • 1;) 4.77 • 009 X4J • • 9ic -ci: R • • • .J..H9I . S . • (:Y )j) 3NOT .... • 06 "6. ozii: L0c L47C ot Rc3 Z. . • 00 o?uz L 000 "7 R1. S 00 0i?jt7 "Ø'7i I7I,Z7t "17 81.? ; : Vl 0 0 " ØIII 7 00 "/. " 000 17.1 17 i:i • Pc! (4 ? '.'l) s(Wo1 J..N:(od OF, E! 00 0 0?I0 "0 000 "0 1L7I "0 . S - TX • TM . . PM (q4 1 4 j. 11 A/1) SCft)Oi W' Chi INfl 06 HA. 8N] NUdS NUè19Od T)NU WUBiI • o . . .5 ...... .__••_.__ .... /2+/86 • R 7 66 ' i. BEcM ANAL'ysj:b PROORW SPAN LEN1H 35. 2'Z ft LEFT CANT =. 0.00 ft . RIGHT. CANT = 0.ØV% ft UNIFORM LoAI:)s k/ft. sf/ft & ft . Wd WI WA Xi. - XE' 0. 03a . . POINT LOADS (k, sf & ft) . A X . 3.649 3.464 204.000 20 3.649 3.964 9.20 . . 3.61+9 . 3.964 204 .000 17.20 4. :t2vt ".060 230.000 2j.20 REACTIONS (k & s1) . . Dead 9. 872 6. 427 i..Jve lIZ'. 051 Area . 517 325 i'OCI 7.0( 5,421 Tot al 16.969 11.48 MAXIMUf FORCES . V-max = i90 k @ 0.OIZH-ft .. M-rr!ax 123. 69 kft ' '11.20 ft DEFLEC......ION DATA 9*1 units k-in LOAO Df1 (in) X tn Total . 2E492430/ (E*:I:) . 17.53 Live 9970015/ (E*I ) 17. 52. Dead IE2068/ (Ef I) rn :1 ci soar, T DiAL Dc f :L 6* 1 118938e3 ) 2-72 ;'•, L / 240 15052517 . . .) / "60 LIVE De 6*1 • L / :180 .4248586 L / E40 566.4781 G SVg 2-1' L / ,:561t3 4'4f1,n / ?;., -• F . . 86012 BEAM ANALYSIS PROGNOM SPN LENGTH = Y5. 2 0 ft LEFT CANT = 0. 00 ft RIGHT CANT t?u ft . . . UN:iFORti LORDS (k/ft. sf/ft & tt) Wd W1 Xi - X2 Zi. 035 '1. 0. 00o 35.20 POINT LOADS. (k, sf. & ft) Pd x . a•:.ai.S 400 . 5Øti0.000 . . 2.218 40u0 Z0® 3•57 4.,516 2520 RE(..CFiOI\ W & f . . . ,. . LEFT RIGHT f j 34 Live 10. 147 6..37 507 . L-red.7,246. 5.511 Tc'tai. 14.628 .' 10.896 V . MXIMUl FORCES . -max 13. 47 P. -.• ..-. ) km . lOS. 67 Kft ii 17. 20 ft DEI::LE:ci ION OH. E*I uni ts = k-iri2 . . LUL) 1c'ti 234645$/ (E*I) 17.60 Live 100 /30$/ (E*:1) 17. Deed 1331730/(E*1) midar . L / 180 9999111 "240 WWI% L 360 LIVE Def:L Ell / 1812) 4292506 L / 240 5723342 . L / .360 8585013 /.sc"•—, 03i24/6 R C3 SO 3 6 1 2 BEAM ANA1_Y IS SPAN LEN!3" H = 28 00 fc 0. 00 ft • R113H°I CANT, = L.. UN.[iORM LO4.US (k/ft. Wo Wi . WA X:L -••• X .0. 'i3io lZI. 000 lZI . o. oo 30, POINT LOADS (li. s e..ft) • Pci -:L 2.731 3.936 308. E00 2. 731 3. 936 3 03 :16. I' 2. 731 3. 936 308. 000 24. 00 4.407 5.91; 455°.00 30.90 • . REACT I ON S (k & s f> . . LLF R.1BHT Dead 3. 4711' 1 C.11, IZ7 Live 5.06:1 13.270 •• Area 396 .963 L-recj 4. 065 7, 962 . . Iota]. 7.55 18.0U? Ntiri Live Z.61 L-recj . -il. L.63 it . '0z' Ic'ta:I. 3. 008 ill. 0 5 IAX I MUM FURCeE V-rr,ax = k E tl I,7lft - • 7. ; .. im-l-il x 59 53 Lc.. Lcft '. :1.6. 00 • t; -_ M-riiin . --25. 86 kft . 26.00 ft. fyl 0. 0QI kFt :::. 7 . DEFLECT I ON DA *.[ uriits=k - -:rE LO(-D 1)e.ii (In) X (ft) Tot al 7961b33/ (E *I -2449975/ (E*3) R.C. • Live 4015986/ (E*I ) 14. :14 1352509/ (E:* I) Dead • 3965740, (6* ( ) Thi c:IsDar, • TOAL Defi E*I • . • - . L / 180 6336141 -Tv 352-0 L / 240 8446.88 . L / 36v' . • :1267;8: . ..i .. . • _.i_1:2J_ 34978.' L / • 240 4663823 L / 360 6995734 • S ..117, RS 11 IEIYI F-INPLYSIS SPAN LENGTH = 28,. ø' ft LE- CPNI' = 0. ?'Zt ft RIGHT CANT = 2. 90 ft L'I\liORl1 LOADS (/ft sf/ft & ft) Wd wL WA - 16. Z'.. 01. ID til 11110 j.90 POINT LOADS (k sF ft) d Pi. PA 4.. IZIiZti 000 3. Iz, Ø 5LZI/) Q1(ZIi 2J, 00I 14. VIO . 2'56 4. iiI,T 200. Øii/t u1, . a.'., ;:iiI.ei V., 0 b.,!2E? 3 $ • REACI1Ot'.IS (k & Sf) . _EF1 FIGHf .,. Dead 4.. 4'5 i2-. E7: Max Live 5. :43 13.. 5ZE' Area 25? 843 . .. L.—rec:I 4. 702 8. 182 -Tc'a1 . :I 13 7 2J 854 Mire Live '?.1 624 • . . L—red —0. 549 tZi iZ') 1....-. I . E-72 ItAXIMUI r-.OiL k @ k8..!.'23-tt M—riax - (I/I h I t @ 1.6. (i ( I . .. - = --.:i78 P. 28..''2i ft t. 17.1 Z, k f t I 23. 53.- ft • DEFLEL:IION DITA S E*I units = k-iru2 . LOAD i',ef n) ; .....••) . ... icta]. 95$6502/(E*I) . —2888382/ E::*u . . L. ,rl,J A 7309 Live 4.5441/cEI ) I' i'i -:1468133/cE*fl Dead • 5:172264/ (E-M-1 ) nidsrari TOIAL Def:L E*I L / .1E10 74699 0 . L / • 5'8bS L / 360 ' 4938ii3 . . ., E.D.; ............................................. L 180 L / 24I • 5055832 . . . . L 360 . .- /583448 • . . . 4 rg ®/E'4/6E F311 BE4P'I -NnLvs:( PFUbFU4M SPAN LENGTH = 13.. 41 ft LEFT CANT = !.i00 f t 1 : RIGHT CANT = 0.00 ft UNI FORM LOADS (k/ft 'F/ft & ft Wd • Wi. W Xi X2 ZI. Ii3QI • 0.000 ii iiL.ni ), QiØ 80 0 POINT' LOADS (k. sf &. Pd •'' X 3.9.6 3I ..000 • 1.00 2.731 " 3.936 508.000 9.20 , .• • REc-L....iU\IS '(k c sf) • ,. LE,l- L)eac.I , • . 4.407 4.862 Live . • L-red 4.469 . 4.987 Tot a l , . • • . , • , V--rnix .= E.45'k t• M-'mx 31.15 kft @ :U3.40--ft 9,20 ft •• 4, 6:;7z • ),?o';I. DEFLECTION L)- . • E*I '.trit k--iru"2. • LOfD' Det...(in) X (Vt) • Total . • 166907/0*1 9.22 Live ••7•••••••j/ (••( ) Dead . 999i/(EJ) mid.Dan . . 'iCJ'fL Defi. E*I L / 180 1376E326 L / 240 i35/h L 360 , [/5361: • , • LivE ti • • , / 180 601556 • / 240 • LE'0'5 • L / 360 iEøii' • • . . . , • . , --•D , , • . , 7S /" to ' •• • . 03/24/86 RI31 86012 BEAM ANKAis PROGRi SPAN LENGTH = 18.. 40 ft • LEFT cCNi' = 0.. 00 ft 0 'RIGHT CANT 0.00 it UNIFORM LORDS (k/it,sf/ft & ft) x. -. 0. 030 0. 000 0.000 0.00 16. 40 P01NT LOPDS (k. sf & ft) Pd X 3.296 4,000 200.000 1.20 • 3.296 4.000 200.00W 9.. 20 0.500 0.000 0.000,- 10.70 4.410 tUI 6.071 17.20 ' REC1IC)N9 (k & sf) • LE-i RiL'HI1 DCcd '. 5., 610 bo 0, Live 0 0 L-red :i. / Tot i0.. 9J.4 13, 726 I NXIiiJri FURCE • V-max = 12.19 k @ 18. 40-ft gq M-max = 38. kft 9.20 -'.- /6; 0 DEFLEC lION DT E*] Wits k-in$ 0 , 0 0' LORD Defl (in) X (ft) • Tctal E:142515/E*.fl 929 • Live ' BIZ6941/(E'*I) 9..22 0 Deed 1333285/ (E*1) m.idDanI '0 0 IOTL Defi • L / IE.30 ' :1746615 L / 40 • 2328820 ---- :7-!- /29'! • L /,360 • 3493231 LIVE Defi E*i L. / :180 69463 L / 240 • 37933 L 360 1318925 0 • -- . . ] • / -i 091 / 1 r*3 1:.4 3cr. 47 1`7 / ' "2' Ir ---.----. t71+7! / 67 T.4(I (I*:9)/qI OR -9 F: . • (i*)/. aAfl /q7. I:5'.'— Te 401 (.4) X ('.) T4fl PO .1 j* LJ.•(J NOI.13143,(T EF"L .j•- 4:P'I I7I0Ø = W .:' ('t Z i) / Z'C • ...j. 'i 0 171 tTI .4i 'c) RC— :z UILU-14 --J• (??' /.I rtt L41 6 'E,C, XLU-W - +i)t7i 'I it 1 17c) .. x - -t S3JO L'JflWIXiLM • /i1Ø ci T ?q.':' IL ( '?lIZII '---i . • 171' • ?3JH ;:'1,.17 i:- 7iØC7s i7 I.AtW çc'i, c 9c':'. i93 -1 P'A—i 1:1 e 09SA '17 9 9 47 pean 00 LI (.Ø@ 0' . 9c9 c 01 iz'zio R 61: 1:T 4 17 T •47 00 g 000 0 000 0• .. oio 9E1: 99q ' C) G, F . . 06 çc' c q '9 .17 Pr:; ( .4 .1.S ) Scfl'i .n'iIfld 00 c.-- ' •. 700 °o • ø 0Iz '0 - X. H M- TM • PM ./>1) S(:E:O1 Wo.:cl\;r1 • . OIZI 'IZI = ..LN13 J.HEflH • -. '-.- 0E' ..Nk:C)' •.L:3l 00 '. = H....E\I31 NO.. [A] è4 ST S IHNI-j NIfRIi 717 -•. . • - Fc3 :1.Ag. 'Ei-w ANALYSIS PROURAM SPAN LENGTH = 25 .00 ft LEFT CPN1 = 5.90 it RIGHT CANT 7 0.00 ft UNIFORM L..CiL) (I'./Tt.. sf/ft & ft.) Wi W$ Xi - i. 0. 080 0.000 -5.90 25.00 POINT LORDS k, t5f Oft) S • PcI B. §.3w a00.000 -5.90 - 4.459 .:. o'z 200.000 , - 1.00 - 5.637 3.697 192.0@0. 9.00 4. :1 'i . 21 267 01.000 , 17.00 REcr:[oNs. (k & f) . S LEFI JLbi Dead 23.646 V209 Max L..:ive Area S4i 132 L..-red Tot al 10: i,'I- L:i'.', 0. 000 -1.562 Area ' 'z' .00 • S L_-red 0.000 —1,375 T':'ta]. 23.646 4.834 tS . V--max 19.43 k I ;- N-max = S 64.71 kft @ W.72 f- • N-mm = -86. 20 kft @ 0.00 ft t/ i (F,,. 2 k:,) N = 0. 00 kft 0 7.91 ft DEFLEL..rIciN DI4TI - • E*1 units — k---±rI$ 1c'ti. L 7 lbl i/ (L ) i • - $75B769/E*I LiVE 3j/( .I) 12.24 • $9i.97$$/ (-s-1) - L. C. Dead 3S518 / (E*I ) rid:)ar TUfi... ciefl / I BILJ '-I-'L'h'&3 • L / c411l 5369E91 L / 360 LIVE D1 • E*i L / 180 3711511 L / 440 4948661 L / 360 • - S - / 0.3 ? - - Klagge,. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY._ORLJDATE 3/'6 PROJECT . SHEET NoiOF_ REV._DATE____ JOB No.- CLIENT________ NOTE No. _' R (/4) C - .• £70 320 : c2-64/ ... 6-s,-c> / (a 8) (SPLI) I/ X 3?3 0 t10 qy (111s) .. 0 61-8 '8 HiJ3.2c 525 . (pz2) . V97 x 7'30 0 GS . 69/of,2 - (sPs) HW2 2g 0 0 0 . 0 . () /?X 0t/ -9T& Kiagge. Stevens & Associates, Inc. Civil/Structural Engineers*. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (61 4 ) 282-8502 BY DRW DATE 3196 PROJECT . . SHEET NojOF.. REV._•DATE_____ JOB No. 06012- _CLIENT________ NOTE No.• C CO/_R,4CT/O1S . 39.0 ........................... 0.1 f23 - 1641 f 2o .q 2 U E_ O\ 2S / c C 3 2. LI -i O 2 q 0 // / Klaggee Stevens & Associates, Inc. Civil/Structural- Engineers. Land Surveyors* Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY 12RL'J DATE 3/fe PROJECT - SHEET NoOF_ REV. DATE______ JOB No. 0/2- CLIENT__________ NOTE No._C. woov 6x6 /& 2,g V16 -6 Arpp~ - - -- -: - - •-. - - TS31/3 1qgk - xi - - x -~11 30, - - - : - - - - - - 5Q(1,VC - - - - • - k x_ /c&c . .- /6cf @/S, o' - I' - .: • T3 3'43x4 - @I.o - - - 73 .%- ,. 1441 • 3).7 - IS • • - - CO T Fry, - (A/fo Z k,) • - - 4 - - - - L • .J- 4 P - 6 (/37)3" ,'q s - P/2 k . - 03/26/86 • I40RTI-4 CDLJNITY 8L012 SPREAD FOOTING PROGRAM fc' 2.00 ksi w 150.00 pcf • fy 60.00 ksi col 4.00 in = 2.00 ksf sur 0.15 kf B (ft) H (in) P (k) Pu (k) No -Size 2.00 12.00 6.80 10.88 0.69 a # 5 2.25 8.61 13.77 0,58 3 1* 4 • 2.50 12.00 10.63 17.00 . 0.66 3 *4 5 2.75 12.00 12.86 20.57 0.71. 3 *4 5 3.00 12.00 15.30 4.48 0.78 4 *4 4 -' • i:.. •. 12.10 -. .L / J c 28.73 £i c -r 0.84 • ..j .lJ. i L ..J 0.91 3 * 5 3.75 12.00 23.91 3.8.25 0.97 4 it 5 • 4.00 12.00 27.20 43.52 1.04 4 *4 5 4.25 42.00 30.71 49.13 1.10 4 . 4.50 12.00 34.43 55.08 1.17 4 *4 5 4.75 14.00 37.79 • 60.47 • 1.44 • 5 *4 5 5.00 14.00 4188 67.00 1.51 5 *4 5 ('I •.••, b h si IAf V . IC va- it /3.7 /5. 9,3 q2. 1,57,6 c13 /96 220 /3 / / 2I5 60,7 /5 3/3 /97 330 19C 6/7 399 330 /9 2fi7 //5d1 730 330 /96 2L/ 31/ 2'S c73I cc 6'S 3 g. 7 Kiagges Stevens & Associates Inc Civil/Structural Engineers* Land Surveyors* Planners 311.1 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY DR DATE 2/6 PROJECT SHEET NoZ.OF REV. DATE JOB No._6P/2__ —CLIENT _________ NOTE No. _I- W / D p OVE 2o' Ce (o >) p c€ c q i C - / 3 (/1eiI)od 2) V/APN Z6Li IS- C -L TOP 4-1-6V = 22. /) / 2 -s- 2..(2) ZI/y 200 - 26' ) )[l/2(1 (6 ) -3/15' - 3 30' ) I Z 7 (f)3 L/ i) 15/is IOO ,If Al, Vr = IS OI 11'O X2'?O 2.o DQ 60-0 VT /'/O S 'x 2,00 2O t?OO 1-7 7O Kiagge *Stevens & Associates, Inc. Civil/Structural Engineers• Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY 9RL' DATE 2z/FK PROJECT SHEET NoOF_ REV. DATE_____ JOB No. _6QL_ —CLIENT ________ NOTE No._L. -04/.7 VZkcsvJ EIoc ILoo I,00 • CS 0/ti 6 A - AJ /f. (i..c') (70 + /0 + 9 '4 1A10 +$ 754 /9 II 4m-(11s)) -i - k/oJ/s 4 10+211 70' I-7ev4-i'5 Pip/) (7") (LIX 70 F_5__ + Roôi (zo.zo 4-/g(9y+/t/ I 'o 57)+L/0(.) c'6O (pi A1) Roo-(c (70AO 2S 7S x SO + IOA zi) 77/e oo Kiagge. Stevens & Associates, Inc. Civil/Structural Engineers* Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY k1 DATE 2/6 PROJECT SHEET Noi1OF_ REV. DATE______ JOB No. _g6o1 2 CLIENT__________ NOTE No. _L- P/A PH wo'('/)// 3 ROOF C'Gc7 Cf/)/7* ,7') OO (6) 7 Ll V(oi)w lot I C &UdR4JS • Or/y D/REC7-fOA/.5 • V. 62,5k 30,6 f g • Klagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors* Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY ORW DATE 2/S PROJECT SHEET No2OF_ REV. DATE_____ JOB No..JfO/Z CLIENT_________ NOTE No. _I— S/-/cA R viA - i 44ARIcS V ANc,-,012 0L rs V= )q6 o X /33 /3C3 AS V 2630/2 / 3 51.4PS0,t1 HO-170,iAiS (p/) ¶ O/AP/' HE/6/,r) 3360 7/ 3/0 6 6090 3q2.. 7 1?665 V V 7 9530 f5- (y/I'/3'48) V PzyWOOD SHT& PLY 3/31 c17x 3 /1 6o0 //A R/< PZ-Y c A p AC 0 x 6 8 .., .• 'I Z . 6 " (p32.. 3S"l /1 7 f' 11'72. V C- 0)( 3 / I' 2!1 600 A/Ies .1 /lc-i is 96 I1IYQ i 2- All A/I It'VIs Tf((I.)/JQ 4'x p.st Kiagge. Stevens & Associates, Inc. Civil/Structural Engineerss Land Surveyors* Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY PW DATE 2-186 PROJECT SHEETNoiLOF_ REV. DATE_____ JOB No. _'6O1 2 CLIENT NOTE No. Sb',4iz WALL—c --- AR&4 I A 6000 1 6g7o4 ' 2$71 VT 625' AT- /485 J2.6- (:is 26')/ gk 12 4i2.8 - Q6r 7 ol - z AR5 2- A tjg?.c I 0 S2'To/ 1r I ( 1 OPA6 ,o.is - (.€?s 2. to)/ I 7. 1 '1 J DG/.7 / .. 7i A37'o ( IS.90/ /_70, PRi6: 3z "c 3-/s- - /02 Kiagges Stevens & Associates, Inc. Civil/Structural Engineers• Land Surveyors Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY ORt,1 DATE 2/e6 PROJECT ______________ SHEET N&OF_ REV. DATE_____ JOB No.O CLIENT_________ NOTE No. L /-$ S/.541/c Ave V /2//.31 1233 p/( L'T/L/3 10k/p,. A re iq 23 4 Li1 / 17 96 trec. 2.. V/2./sz 20! ' 1233 p/4 - /IF? Arec.& 3 - V3./'z/,7' L1g C - - 7q-k /V7 0 -tA/56/SA1/C V,/z/37 ' - 31/7 B (v, VL) /2 /1/0'- YQ (v z' = V3 //q' = 27/ p/ 8 Kiagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 S BY PR-V' DATE 3/P6 _ _ PROJECT . SHEET No2OF_ REV._DATE____ JOB No. .9601 2- —CLIENT NOTE No. L P = [k(/)]/ 3.0/ ' " 3qk A1A LK 3,0/ g P [aO. (6s/i)J/7s'z 2.2_6 AR.EA 3 P= f/Y.o(77'/t)J/31 L' P. Al S PE62.s (757'/)] /)77' •! PITES Fl- ic5 f /6 - 2 V/0{/1-17cJ/ 33 ' V" 7/0/.3'3 - / - / - V,Ic7rxI 2oC 6s0 xi 3' 2y(6 /000 - 972 3 - 2 2 SK(s-5-I)A 65-0 1, 3 q /'q63' IL} .. .. . 0 ......................... Klagge41 Stevens & Associates, Inc Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619) 282-8502 BY RW DATE 3/% PROJECT SHEET NoIOF_ -f REV._: DATE_____ JOB No. _O/ CLIENT________ NOTE No. :... 0 . PL-..4TEScApAc/ry 2x6 '2 t I ii 0 0 I 3?7C :.. I 'i- ° I roe's if c'330 (77 2-6 (-I /'q63 * ............... 00 •0 I J#,d,jej otd i~lOs I yovered ....................0 . : • . . . .. 0• ......... . ................ ......... 1.. ,. . •0 .1 . :. . i...L.1.. . . •0 0 Ii I Tft KIaeStéven & Associates, Inc Civil/Structural Engineers. Land Survéyórss Planners 3111 Camino del R:io North, Suite 700 San Diego CA 92108-1754 (61 9) 282-8502 k BY:OR DATE /rC PROJECT . SHEETNoOF REV DATE JOB No. __goIi CLIENT_________ NOTE N _t ........... I ft I $,qAL TO-,IR ppo/T .... i... . ,. . S - . . . SC/S'-fic 4II1 1 7/ /7,290 V 0 'i 17 1 .oxy9 2,,7410 ••••••••••• . . . /IARI< $Hoy ~Ij7tc - {2o//f 368' plf B 1/ - A r I - .S ....S • .5, 5 . S S j . . • I••'i •. S . S S S S • S • S • ,S .. • '•., S * I ............ S S r . S . . ____ I I Klagge.Stevens & Associates Inc Civil/Structural Engineers. Land Surveyors. Planners -L 3111 Camino del Rio North, Suite 700 San Diego CA 92108-1754 (619)282-8502 BY DRII" DATE 3/f6 PROJECT SHEET NoOF_ REV._DATE JOB No. CLIENT_________ NOTE No._Z. _____ WA z ryp r . . 'x I Y P x (",cI2-*I5) /,;' 1 1 V 1-16 ,i c9r /6(J332')± 72k [ n- Cor,1'r F76 i— c xf50 2_ a-c- Z-f L//~~i5 WALL© TYPJ,,Jr --±+-- - P p 2./ - J. V— //4 II I3 Yg or It H .................. .. . c r, a 1 V /TIO, ~HAR )Sg - . . . I . . . :.: ............i.. ,-.I .... PROJECT NAME: NORTH COUNTY PLAZA S 67 PROJECT NUMBER: 86012 r GRADE BEAM DESCRIPTION: WALL 2' GRADE BEAM - INPUT/OUTPUT DATA Pane *1 WALL HEIGHT = 0.00 Ft. - • WALL THICKNESS = 0.00 In. WALL WEIGHT = 0.000 Rsf. NUMBER OF POINT LOAD LOCATIONS 15 4 • WALL STARTING POINT .= 0.00 Ft. WALL ENDING POINT = 20.30 Ft. FOOTING LENGTH = 20.30 Ft. FOOTING WIDTH = 18,00 In. FOOTING DEPTH 24.00 In. • LATERAL LOAD MAGNITUDE = 0.00 Rips • POINT LOAD NUMBER 1 LOCATION= 0.00 Ft. • POINT LOAD NUMBER 1 MAGNITUDE 7.25 Rips POINT LOP.D NUMBER 2 LOCATION = 4.00 Ft. • ( POINT LOAD NUMBER 2 MAGNITUDE = 1.33 Kips POINT LOAD NUMBER 3 LOCATION = 12.00 Ft. • POINT LOAD NUMBER 3 MAGNITUDE 1.33 -Rips. POINT LOAD NUMBER 4 LOCATION = 20.30 Ft.- • POINT LOAD NUMBER 4 MAGNITUDE = -5.00 Rips • APPLIED UNIFORM LOAD 1 = 0.500 Kif. APPLIED UNIFORM LOAD 2 = 0.500 Kif. MAXIMUM SOIL PRESSURE = 2.25 Ksf. PRESSURE BLOCK LENGTH = 14.32 Ft. S MAXIMUM SOIL PRESSURE IS ON THE LEFT SIDE ~40 S -S -• • PROJECT NAME: NORTH COUNTY PLAZA C9 PROJECT NUMBER: 86012 GRADE BEAM DESCRIPTION: WALL 2' GRADE BEAM - ANALYSIS OF SHEARS AND MOMENTS PaQe #2 • DISTANCE (Ft. > • 0.00 -7.25 0.00 1.00 S . -6.08 • 2. 00 -2. 87 -9.96 3.00 -1.03 -11.88 • 4.00 0.58 -12.09 4.00 -0.75 -12.09 5.00 - 0.61 -12.14 6.00 1.74 -10.94 7.00 2.64 -8.73 8.00 3.30 --5.74 9.00 3.72 -2.21 10.00 3.91 1.63 • 10.15 192 2.21 • 10.15 3.92 2.21 11.15 3.83 6.11 12.00 3.58 9.27 12.00 0 2.25 9.27 0 13.00 1.73 11.8 / 0 14.00 0.97 12.65 14.32 0 • 0.68 12.92 14.32 0.58 12.92 15.32 . • -0.27 13.12 • S 16.32 0 -1.22 . 12.37 O 17.32 .. -2.17 10.67 • 18.32 -3.12 8.03 19. -4.07 • 4.43 20.30 -5.00 -0.00 20.30 -0.00 -0. 00 • •• MAXIMUM SHEAR VALUE = -7.25 Rips ,0 • MAXIMUM MOMENT VALUE . • 13.12Rip-Ft. 0 • • MINIMUM MOMENT VALUE -12.14 KiD-Ft. 0 1• PROJECT NAME: NORTH COUNTY PLAZA - . .• PROJECT NUMBER: 86012 . GRADE BERM DESCRIPTION: . WALL 2 ,. . GRPDE. BEAM - INPUT/OUTPUT DATA Pae#1 . LL HEIGHT = 0.00 Ft. WALL THICKNESS = 0.00 In. WALL WEIGHT = 0.000 Ksf. NUMBER OF POINT LOAD LOCATIONS IS 4 • WALL'STARTING POINT = 0.00 Ft. WALL ENDING POINT = 20.30 Ft, FOOTING LENGTH = .2030 Ft. FOOTING WIDTH = 18.00 In. FOOTING DEPTH = 24.00 In. LATERAL-LOAD MAGNITUDE = 0.00 Rips POINT LOAD NUMBER -1 LOCATION = 0.00 Ft. POINT LOAD NUMBER 1 MAGNITUDE = -5.00 Rips POINT LOAD NUMBER 2 LOCATION = 4.00 Ft. POINT LORD NUMBER . 2 MAGNITUDE = 1.33 Kips POINT LORD NUMBER 3 LOCATION 12.00 Ft. POINT LOAD NUMBER 3 MAGNITUDE = 1.33 Rips. 0 POINT LOAD NUMBER 4 LOCATION =. 20.30-Ft. 0 • POINT LOAD NUMBER 4 MAGNITUDE = 7.25 Rips, APPLIED UNIFORM LOAD 1 = 0.500 Kif. 0 APPLIED UNIFORM LOAD 2 0.500 Rif. ,. MAXIMUM SOIL PRESSURE = 2.05 Rsf. • - PRESSURE BLOCK LENGTH = 15.74 Ft. • . 0 MAXIMUM SOIL PRESSURE IS ON THE RIGHT SIDE PROJECT NAME: NORTH COUNTY PLAZA • 70 PROJECT NUMBER: 86012 .. GRADE BERM DESCRIPTION: WALL 2' GRADE BERM - ANALYSIS OF SHEARS AND MOMENTS • . . Pace #2 DISTANCE (Ft.) SHEAR js) MOMENT (VipFt.) 20.30 -7.25 . 0.00 19.30 -5.22 -6.22 . 18.30 . -3.39. -10.51 • 17.30 . . -1.76 -13.07 16.30 . -0.32 -14.09 15.30 . . 0.93 . -13.77 14.30 1.98 . . -12.30 13.30 2.83 . -9.88 12.30 : 3.49 . -6.70 • 12.00 . . . 3.65 -5.63 12.00 2.32 -5.63 11.00 • 2.73 . -3.08 .10.15 2.92 . -0.67 10.15 . 2.92 -0.67 9.15 2.96 • C, L. 8.15 . 2.81 . 5.19 7.15 . 2.47 7.84 . 6.15 . 1.92 10.06 • 5.15 . • 1.19 • , .11.63 W • 4.56 • . 0.66 • , 12.18 : 4.56 = . 0.66 12.18 • 4.00 . 0.13 . 12.40 4.00 . • -1.20 12.40 3.00 -2.15 10.72 . . 2.00 -3.10 . 8.10 • 1.00 . -4.05 4.52 0.00 .' -5.00 • • -0.00 • 0.00 .. , -0. 02: -0.00 • , • MAXIMUM SHEAR VALUE = • -7.25 Kis • • MAXIMUM MOMENT VALUE = 12.40 Kip-Ft. . ' • 'MINIMUM MOMENT VALUE = ' -14.09 Vi-Ft. ' 0' •. :, ,, , . . , . PROJECT NPE: NORTH COUNTY PLAZA PROJECT NUMBER: 86012 6RDE BEAM DESCRIPTION: WALL C GRADE BEPiVI - INPUT/OUTPUT DRIP Pe *1 • WALL HEIGHT .= -0.00 Ft. WALL THICKNESS 0.06 In. WALL WEIGHT = 0.000 Ksf. NUMBER OF POINT LORD LOCATIONS IS 3 WALL STARTING POINT = 0.00 Ft WALL ENDING POINT = 34.80 Ft. . • FOOTING LENGTH = 34.80 Ft. FOOTING WIDTH = 18.00 In. • -FOOTING DEPTH = 24.00 In. LATERAL LORD MAGNITUDE = 0.00 Ris POINT LORD NUMBER 1 LOCATION =. 0.00 Ft. POINT LORD NUMBER 1 MAGNITUDE = 8.66 KiDs POINT LORD NUMBER 2 LOCATION = 24.80 Ft. -1 POINT LORD NUMBER 2 MAGNITUDE = 5.95 Kips. POINT LORD NUMBER 3 LOCATION = 34.80 Ft. POINT LORD NUMBER 3 MAGNITUDE = -7.72 Kips • APPLIED UNIFORM LORD 1 = 0.580 Kif. APPLIED UNIFORM LOAD 2 = 0.580 Kif. • MAXIMUM SOIL PRESSURE = 1.61 Ksf. • MINIMUM SOIL PRESSURE = 0.02 Ksf. - .• - - MAXIMUM SOIL PRESSURE IS ON THE LEFT SIDE L(/S PROJECT NAME: NORTH COUNTY PLAZA 77_ PROJECT NUMBER: 86012 GRADE BEAM DESCRIPTION: WALL C GRADE BEAM - ANALYSIS OF SHEARS AND MOMENTS Page 42 DISTANCE (Ft.) SHEAR _(Pj.ps_.. Q1Ej (Rio-Ft. 0.00 -8.66 0.00 100 -7.98 '2.00 -6.01 -14.63 3. 00 -4.79 ' -20.03 4.00 -3.64 -24.24 5.00 • -.56 -27.33 6.00 -1.54 -29.38 7.00 -0.60 -30. 44 8.00 0.28 -30.59 9.00 1.09 -29.90 • 10.00 1.83 -28.44 11.00 . 2.50 -26.27 12.00 3.10 -23.46 13.00 . ' 3.64 -20.09 • 14.00 ' 4.10 -16.21 15.00 . . 4.50 ' -11.91 16.00 , ' 4.83 -7.24 17.00 5.09 . -2.27 .. , 17.40 . 5.17 . -0.22 17.40. 5.17 . .. -0.22 18.40 5.34 . 5.04 19.40 5.43 10.43 20.40 . 5.46. ' . . 15.88 21.40 . ' . 5.42. 21.32 22.40 .5.30 26.68 23.40 5.12 • . 31.91 24.40 ' . 4.88 36.91. 24.80 . 4.76 38.84 24.80 ' ' ' -1.19 . 38.84 25.80 . -1.54 37.48 26.80 -1.95 35•75 • 27.80 -2.43 , . 33.56 28.80 . • -2.98 30.86 29.80 ' . -3.60 . 27.58 30.80 • -4.29 . 23.64 31.80 . -5,04 18.99 32.80 . -5.87 • 13.54 33.80 -6.76 7.23 34.80 . -7.72 • 0. 00 34.80 . 0.00 . . . 0.00 MA XIMUM SHER VALUE = -8.66 Rips MAXIMUM MOMENT- VALUE = 38.84 RipFt. .' MINIMUM MOMENT VALUE = • -30.59 Kip-Ft. • 'Y • • PROJECT NAME: NORTH. COUNTY PLZ 73 PROJECT NUMBER: 86012 S GRADE BEAM DESCRIPTION: WALL C GRADE BEAM - INPUT/OUTPUT DATA Paoe #1 WALL HEIGHT = 0.00 Ft. . WALL THICKNESS = 0.00 In. WLL WEIGHT =0.000 Ksf. : .. . NUMBER OF POINT LOAD LOCATIONS IS 3 . WALL STARTING POINT .0.00 Ft. WALL .ENDING POINT 34.80 Ft. FOOTING LENGTH = 34.80 Ft. FOOTING WIDTH = 18.00 In. . . . .. FOOTING DEPTH . 24.00 In. LATERAL LORD MAGNITUDE = 0.00 Rips POINT LOAD NUMBER 1 LOCATION 0.00 Ft. POINT LOAD NUMBER 1 MAGNITUDE = -8.66 KiDs POINT LOAD NUMBER 2 LOCATION = 24.80 Ft. POINT LOAD NUMBER 2 MAGNITUDE 5.95 Kios POINT LOAD NUMBER 3 LOCATION— 34.80 Ft. POINT LOAD NUMBER 3 MAGNITUDE = 9.60 Rips APPLIED UNIFORM LOAD 1 = 0.580 Kif. APPLIED UNIFORM LOAD 2 = 0.580 Kif. MAXIMUM. SOIL PRESSURE = 2.13 Ksf. S PRESSURE BLOCK LENGTH = 26.80 Ft. •• •• . . S. MAXIMUM SOIL PRESSURE IS ON THE RIGHT SIDE PROJECT NAME: NORTH COUNTY PLAZA PROJECT NUMBER: 86012 7%' GRADE BEAM DESCRIPTION: WALL C GRADE BEAM .- ANALYSIS OF SHEARS AND MOMENTS Pare 42 DISTANCE (Ft.), SHEAR (Kips) MOMENT (RQ-Ft.) 34.80 -9.60 0.00 33.80 -7. 50 -8.54 32.80 -5.52 -15.04 31.80 - -3.66 -19.62 30.80 -1.92. -22.40 29. 80 -0.29 -23.50 28.80 1.21 -23.03 . 27.80 2.60 -- -81.11 26.80 3.86 . -17.88 • 25.80 5.01 . . -13.43 24.80 6.04 . . -7.90 24.80 . 0.09 .. . -7.90 23.80 1. 00 . -7.34 22.80 1.79 -5.94 21.80 . . 2.46 - -3.81. 20.80 3.01 . -1.06 • 19.80 .'. . 3.45 . 2.18 18.80 . 3.76 . 5.79 ,..• 17.80 3.96 9.66 17.40 . . 4.00 . .. 11.25 • 17.40 . 4.00 11.25 16.40 • 4.03 - 15.28 15.40 3.94 19.27 • . 14.40 3.73 23.12 13. 40 • 3.40 . . 26. 70 12.40 . , 2.96 . 29.89 11.40 • 2.39 32.58 10.40 1.71. ' 34.64 9.40 • 0.90 • 35.95 8.40 - • -0.02 • 36.41 8.00 , .. -0.42 . 36.32 - 8. @0 . • • -0.42 . 36.38 7.00 -1.45 . . ' ' 35.38 6.00 . '. , -2.46 • 33.41 5.00 '' -3.51 . 30.41 4.00 . -4.54 . 26.38 3.00 . . -5.57 . , ' 21.32 2.00 • -6.60 • 1.00 . . -7.63 8.11 • . 0.00 • • -8.66 • . 0. 00 • , -0.00 . 0.00 . • • (S ' • . • .. , . . . • MAXIMUM SHEAR VALUE = -9.60 Kips • , MAXIMUM MOMENT VALUE = 36.41 Kip-Ft. ' • . • MINIMUM MOMENT VALUE = -23.50 Kip-Ft. • t • . ' 4.,..... -j. K!agge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors' Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 .. .. BY -PR _DATE 318G PROJECT . SHEETNoOF_ .LL REV. DATE_____ JOB No._.Q'o/2. CLIENT________ NOTE No. L /'/O'-fEA,'7 A4E ••••••1 .-.-. . :Plttz_1p P,3 ls I . -4B P2 RPI3 D V/2f Lss-, I 7 ' PI .VH..j.1 H. . .234C F L-1S33 I.I. I •' i .L 3 b. . . / ip, jP ci .1 i . •,_ . ... ;P V = /015 • II I_Z.c'?_ .1.4 . • . I /3O I3j I J,_Jr_Jr 2' 9' .; El . • - 4- 11F10 RP ;. . . . • . . p 3 q 1/7' Y2-/O- s-'o S,3 . .. . . I . . . . I. . •. . . S S • I...' S. . *** SYSTEMS PROFESSIONAL STRESS PROGRAM NO. 16.1 REV-310F.F2 ***' * MOMENT FRAME LINE 8 -.NORTH COUNTY PLAZA * . ********************************************************************** STRUCTURE - MOMENT FRAME LINE 8 TYPE PLANE FRAME $ NUMBER OF JOINTS . 6 NUMBER OF MEMBERS. .5.$, NUMBER OF LOADINGS 6 NUMBER OF SUPPORTS 2 $ UNITS RIPS FEET LIST MEMBER PROP IN INCHES . S ThBULTE FORCES REACTIONS DISPLACEMENTS $ STATS JOINT COORDINATES . . 1 .0.00 0.00 S'$ 2 0.00 17.00. 3' 10.00 17.00 $ 4 18.00 17.00 5 24.30 17.00 ' $ 6 24.30 0.00 S MEMBER INCIDENCES ' 112$223$.334$445s556 UNITS RIPS INCHES CONSTANTS E 29000.00 ALL ' MEMBER PROP PRIS TABLE W 16 40 1 $ 5. MEMBER PROP PRIS TABLE W 16 36 2.THRU 4' . . •. UNITS RIPS FEET LOPDING' NO. 1 DEAD LOADS .'. JOINT LOADS , 2 FORCE V -0.74 . S 3 FORCE V -4.00 . . 4 FORCE V -2.37 . . 5 FORCE V -0.74 MEMBER LOADS . . ' ' 2 THRU 4 FORCE V UNIFORM -0.28 2 FORCE V CONCENTRATED '-2.92 2.00 LOADING NO. 2 LIVE LOADS JOINT LOADS . . . . 2 FORCE V -0.55 . . 3 FORCE V -1.83 • . • 4 FORCE V -1.03 . . 5 FORCE V -0.55 S MEMBER LOADS 2 THRU 4 FORCE V UNIFORM -0.10 . S 2 FORCE V CONCENTRATED -1.03 2.00 ' LOADING NO. 3 . SEISMIC LOAD JOINT LOADS 2, FORCE X 6.45' 5 FORCE X 6.45 5 5 LOADING NO. 4. GRAVITY ONLY ; ' ' S COMBINE 1 1.0 2 1.0 ' . • LOADING NO. 5 DEAD + SEISMIC • COMBINE 1 1.0 3 1.0 . LOADING NO. 6 DEAD - SEISMIC '' COMBINE 1 1.0 3-1.0 ' S , • UNITS RIPS FEET $ TRACE . • SOLVE S • PROBLEM CORRECTLY SPECIFIED. EXECUTION TO PROCEED. 76 . STRUCTURE - MOMENT FRAME LINE 8 77 (UNITS IN FEET AND KIPS) LOADINGNO.4 GRAVITY ONLY ----------------------------- MEMBER FORCES MEMBER JOINT. AXIAL FORCE SHEAR FORCE MOMENT 1 1 3. 198 . 2 - '• 3.198 1757 co OL 2 2 . .19 12.592 3 -3.198 -4.842 3B-5 3 .3 3.198 -.988 . -38.53 . . . 4 -3.198 4.028 . 18.46 4 4 3.198 -7.428 -18.46 5 -3.198 ,. 9.822 -35. 88- 5 5 • 11.112 • 3.198 35.88 • • 6 -11.112 -3.198 18.49 APPLIED -JOINT LOADS, FREE JOINTS . : JOINT FORCE X FORCE Y MOMENT Z . . .2 .000 -1.290 - . .00 3 .000 -5.830 00 . 4 .000 • 3400 .00 • 5 .000 -1.290 • .00 REACTIONS, APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE V MOMENT Z 1 . 3.198 13.882 -17.57 6 . -3.198 • 11.112 • • 18.49 • • • SUM .000 • • 24.994 • FREE JOINT DISPLACEMENTS . . JOINT X-DISPLACEMENT V-DISPLACEMENT ROTATION • 2 .0008 • -.0007 • -.0016 3 .0007 . -.0190. -.0008' . . . . .0006 ' . -.0131 .0019 • 5 .0005 . .0006 ' .0014 . . • - ... .• . • • • STRUCTURE - MOMENT FRAME LINE 8 (UNITS IN FEET AND KIPS) • LOADING NO. 5 DEAD + SEISMIC MEMBER FORCES FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 6.286 4.173 54.24 2 -6.286 -4.173 16.71 2 2 2.277 5.546 -16.71 3 -2.277 .174 34.80 :3 2.277 -4.174 -34.80 4 -2.277 6.414 -7.55 4 4 2.277 -8784 7.55 5 -2. 277 10.548 -0-8.45 5 5 11.283 8.727 66.45 6 -i.h288 : -8.727 79.91 APPLIED JOINT LOADS, FREE JOINTS • JOINT FORCE X FORCE V MOMENT Z 2. 6.450 -.740 .00 .3 .. @00 -4.000 .00 4 .000 -2.370 .00 4 5 6.450 -.740 .00 REACTIONS, APPLIED LOADS SUPPORT JOINTS • JOINT FORCE X FORCE V MOMENT Z • 1 -4.173 6.286 54.24 - 6 78.727 11.288 79.91 SUM -12.900 17.574 - • . •- . FREE JOINT DISPLACEMENTS S JOINT X-DISPLACEMENT V-DISPLACEMENT ROTATION 2 42 -• -. 0003 -.0031 • 3 .0423 " -.0154 .0003 4 .0422 -.0051 .0017 5 .0422 • -.0006 -.0009 - , olo Si/o - • - ---S .. STRUCTURE - MOMENT FRAME LINE 8 77 LOADING NO. 6 DEAD SEISMIC • MEMBER FORCES . MEMBER JOINT AXIAL_EORC_E SHEAR FORCE MOMENT 1 1 (13 so) -8.727 79 COt- 2 -f3.3 8.727 -69.13 2 2 < .277 12.610 (A'1 • 0 3 -2.277 -6.890 'I961 3 3 2.277 2.890 -19.61 4 -2.277 -.650 33.77 4 ' 4 2.277 -1.720 -33.77 5 -2.277 3.484 17.38 5 5 4.224 -4.173 -17.38 6 -4.224 4.173 -53.56 • APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE V MOMENT Z • 2 -6.450 -.740 .00 3 .000 -4.000 .00 • 4 .000 -2.370 .00 .. 5 -6.450 -.740 .00 • • 0 • • REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE V MOMENT Z. • 1 8.727 13.350 -79.24 6 4.173 4.224 -53.56 • SUM 12.900 17.574 0 FREE JOINT DISPLACEMENTS • JOINT X-DISPLACEMENT V-DISPLACEMENT ROTATION • • 2 -.0413 -.0007 .0008 0 3 -.0413 -.M15 -.0014 4 -. 0414. •. .0136 .0011 5 -.0414 -.0002 .0029 . 0 • • 3/27/86 -10: 5:23 V V • *** SYSTEMS PROFESSIONAL STRESS - PROGRAM-NO. 16.1, REV-310F.F2 *** V_ • MOMENT FRAME LINE 9NORTH COUNTY PLAZA V V *****************4**************************************************** V V STRUCTURE - MOMENT FRAME LINE 9 V V TYPE PLANE FRAME $ NUMBER OF JOINTS 5 V NUMBER OF MEMBERS 4 $ NUMBER OF LOADINGS 6 VVV VVVVV V V• V V • NUMBER OF SUPPORTS 2 $ UNITS KIPS FEET V LIST MEMBER PROP IN INCHES V V TABULATE FORCES REACTIONS DISPLACEMENTS $ STATS V V V V V JOINT COORDINATES V V 1 0.00 0.00 S $ 2 . 0.00 15.50 V 3 10.00 15.50 $ 4 1900 1550 V • V •5 19.00 0.00 S •, V MEMBER INCIDENCES • V V V 112*223$334s445 V V V UNITS KIPS INCHES V CONSTANTS E 29000.00 ALL V V V V MEMBER PROP PRIS TABLE W 16 40 V V .1 $4 V V • • V • V V V V V V MEMBER PROP PRIS TABLE W'16 36 V 2$3 . V UNITS KIPS FEET V V LOADING NO. 1 DEAD LOADS V . JOINT LOADS V V V VV V 3 FORCE V -1.48 . V MEMBER LOADS V • ..............2 THRU 3 FORCE Y UNIFORM -0.13 2 FORCE Y CONCENTRATED -6.09 2.00 V V LOADING NO. 2 LIVE LOADS V V JOINT LOADS • 3 FORCE V -2.17. V V V MEMBER LOADS . • V •• 2 THRU 3 FORCE Y UNIFORM -0.04 • V • V V • • 2 FORCE V CONCENTRATED -2.58 2.00 • VV • V V V LOADING NO. 3 SEISMiC LOAD V V • V V • JOINT LOADS • • V• • • V • V 2 FORCE X 5.25 V • • • • V 4 FORCE XV5.25 V V LOADING NO. 4 GRAVITY ONLY V V • COMBINE 1 1.0 2 1.0 • V • V • V V LOADING NO.'5• DEAD + SEISMIC COMBINE 1 1.0 • 3 1.0 V • V • • V V V LOADING NO. 6 DEAD - SEISMIC V V V V V V • COMBINE 1 1.0 3 -1.0 V V UNITS KIPS FEET $ TRACE V • V V SOLVE • V• V V V • PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED. V V VSV V V • V V 'V . V V V V V V V V • V • • V V V STRUCTURE MOMENT FRAME LINE 9 I (UNITS IN FEET AND .LOADING NO. ' GRAVITY ONLY MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 111.206 -1.532 2 (al ii- 1.53 0 c16.87)cOL- 2 2 I.535 11.206 875 3 -1.52 . -.86 3 3 (1.532 -2.814 sy • . . 4 1532 4.344 4 4 . 4.344 1.532 14.88 • .5 -4.344 -1.532 8.87 • APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE ' MOMENT Z a . .000 .0@ .00 • . 3. .000 -3.650 . .00 4 .000 .000 REPCTIONS,PPLIED LORDS SUPPORT JOINTS • - . - . 0 JOINT FORCE X FORCE V MOMENT 2 - 1 1.532 11.206 . -6.88 • . 5 -1.532 4.344 8.87 SUM • 0• .000 15.550 • . •0 0' • 0 FREE JOINT DISPLACEMENTS . O - JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 0 . . 0 • 2 .0012 -.0005 • -.0007 - 3 0 .0011 -.0056 .0002 -• 0 4 .0011 -.0002 • .0004 • STRUCTURE - MOMENT FRAME LINE 9 (UNITS IN FEET AND RIPS)---------82 LOADING No. 5 DEAD + SEISMIC ------- - • MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR. FORCE MOMENT 1 1. 4. 006 4. 334 44.57 2 -4.006 -4.334 22.61 2 2 .916 4.006 -22.61 • 3 -.916 3.384 7.45 -3 3 .916 -4.864. -7.45 4 -.916 6.034 -41.59 4 4 6.034 6.166 41.59 5 -6.034 -6.166 53.98 APPLIED JOINT LORDS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 2 5.250 .000 .00 3 - .000 -1.480 .00 4 5.250 . 000 - .00 REPCTIONS,PPPLIED LORDS SUPPORT JOINTS • S • • • JOINT • FORCE X FORCE V • MOMENT Z • 1 -4.334 4. 006 44.57 - • - 5. 5 -6.166 6.034 - 53.98 • • - I SUM - -10.500 10.040 • • • FREE JOINT DISPLACEMENTS S JOINT X-DISPLACEMENT V-DISPLACEMENT ROTATION • • - 2 .0255 -.0002 -.0016 3 . -. 0029 .0007 5 4 55_) • -.0003 -.0009 • -• • - • - - - • S S -5, I S • STRUCTURE - MOMENT FRAME LINE 9 (UNITS IN FEET ND RIPS) 1931 ± SEISMIC _:____ MEMBER FORCES FORCES MEMBER JOINT SHEAR FORCE .MENI 1 1 (10.91.6) -6.156 ~F4' ccL. 2 -10. 9t 6.166 2 2 10 916 3 -.9T6 -3.526 3 .3 .916 2.046 -10.90 4 -.916 .876 24.06 4 4 -.676, -4.334 -24.06 5 .876 4.334 -43.12 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE V MOMENT 2 2 -5.250 .000 .00 3 .000 -1.480 .00 • 4 -5.250 . 000 . 00 • RECTIONS,PPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT 2 1 6.166 10.916 -52.54 5 .4.334 -.876 -43.12 . • SUM 10.500 10.040 . FREE JOINT D1SPLCEMENTS • • JOINT X-DISPLACEMENT V-DISPLCEfrIENT ROTATION 2 • -.0238 -.0005 .0007 • 3 -. 0238 -. 0035 -.0004 4 -.0239 .0000 .0014 • S 3/26/86 - 13:32:45 S *** SYSTEMS PROFESSIONAL STRESS -PROGRAM NO. 16.1 REV-310F.F2 *** : MOMENT FRAME LINE 10 - NORTH COUNTY PLAZA ********************************************************************** STRUCTURE - MOMENT FRAME LINE 10 TYPE PLANE FRAME $ NUMBER OF JOINTS S NUMBER OF MEMBERS 4 $ NUMBER OF LOADINGS 6 NUMBER OF SUPPORTS 2 $ UNITS RIPS FEET, LIST MEMBER PROP IN INCHES TABULATE FORCES REACTIONS DISPLACEMENTS $ STATS JOINT COORDINATES .1 0.00 0.00 S % 2 0.00 17.00 3 9.00 17.00 $ 4 22.30 17.00 5 22.30 0.00 S MEMBER INCIDENCES 1 1 2$ 2 23 $334 $ 4.4 .5 UNITS RIPS INCHES CONSTANTS E 29000.00 ALL MEMBER PROP PRIS TABLE W 16 40 1 $4 MEMBER PROP PRIG TABLE W 16 36 2$3 UNITS RIPS FEET LOADING NO. 1 DEAD LOADS JOINT LOADS 3 FORCE Y -2.51 MEMBER LOADS 2 ThRU 3 FORCE V UNIFORM -0.54 2 FORCE V CONCENTRATED -2.51 1.00 : 3 FORCE V CONCENTRATED -3.50- 8.00 LOADING NO. 2 LIVE LOADS- . JOINT LOADS • 3 FORCE V -1.15 MEMBER LOADS CE V UNIFORM -0.21 2 THRU 3 FOR . S 2 FORCE V CONCENTRATED -1.15 1.00 S 3 FORCE V CONCENTRATED. -1.15 8.00 5 LOADING NO. 3 SEISMIC LOAD S JOINT LOADS 2 FORCE X 5.21 5 5 5 4 FORCE X 5.21 5 5 LOADING NO. 4 GRAVITY. ONLY rnMPTMP I I m :) I ii O LOADING NO. 5 DEAD + SEISMIC S S 5 . COMBINE 1 1.0 3 1.0 5 5 5 5 S • LOADING NO. 6 DEAD - SEISMIC •• 5 5 5 COMBINE 1 1.0 3 -1.0 UNITS RIPS FEET $ TRACE 5 SOLVE S PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED. H : STRUCTURE- MOMENT FRAME LINE 10 IRS (UNITS IN-FEET AND KIPS) --------------------------------------------------------------------------------------- S LOADING NO. 4 GRAVITYONLY ---- -.---------------------------- MEMBER FORCES S MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 -1-5-44-9---3.440 2 15U9) 3.440 (3g CO- 2 2 3.440 15.119 36.77 3 -3.440 -4.709 37.65 • 3 3 3.J+40 1.049 -3L 4 13.576 33 4 4 3.440 5 713.576 -3.440 19.09 APPLIED JOINT LORDS, FREE JOINTS JOINT FORCE X FORCE.Y MOMENT Z 2 .000 .000 .00 - 3 .000 -3.660 - .0 4 .000 .000 .00 5 0 RECTIONS, PPL tED LOADS SUPPORT JOINTS • JOINT FORCE .X FORCE V MOMENT Z 1 3.440 • 15.119 -19.71 5 3.440 - 13.576 19.09 - 5 • SUM . @0@ 28.695 • 1•' - FREE JOINT DISPLACEMENTS 5 5 • JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION - 0 • 0 2 -.0003 -.0008 -. 0016 • S 3 .-.0004 • • -.0175 - -.0009 4- -.0006 -.0007, . 0017 • S •• -• • S S • • • • STRUCTURE - MOMENT FRAME LINE 10 (UNITS IN FEET AND KIPS) - ---------- MEMBER• FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT • 1 1 7.558 2.739 2 —7.558 —2.739 7.49 • 2 2 2.471 7.558 —7.49 • 3 —2.471 -.188 33.56 • 3 3 21 4 2 —2.322 13.004 —33 . 6-,q i 4 4 13.004 7.681 63.62 5 —13.004 —7,681 66.95 APPLIED JOINT LOADS. FREE JOINTS • JOINT FORCE X FORCE V MOMENT Z - 2 5.210 .000 • .00 3 .000 —2.510 .00 4 5.210 .000 • .210 RECTIONS1 PPPLIED LOADS SUPPORT JOINTS • JOINT FORCE X FORCE V • MOMENT Z 1 —2.739 7.558 39.08 5 —7.681 13.004 66.35 SUM —10.420 20.562 FREE JOINT DISPLACEMENTS •- JOINT X—DISPLACEMENT • Y—DISPLc.CEMENT • ROTATION • • 2 .0326 —.0004 —.0026 • • 3 .0326 —.0140 —.0001 • 4 .0324 • —.0006 • -. 0003 STRUCTURE - MOMENT FRAME LINE 10 ----------' LOADING WNITSITflNDKiPS- NO. 6 DEAD 7 SEISMIC MEMBER FORCES MEMBER JOINT AXIAL FORCE . SHEPR FORCE . MOMENT 1 1 887 -7.681 eJ117 Co £ 2 -13.&7 7.681 -07 2 2 . 2.471 13.887 . 63.07 3 -2.471 -6.517 . 19.96 3 3 2.471 4.007 -19.96 4 -2.471 6.675 6.94 4 4 6.675 -2.739 -6.94 5 -6.675 . . 2.739 -39.63 APPLIED JOINT LOADS, FREE JOINTS JOINT. FORCE X FORCE V MOMENT 2 2 . -5.210 3 .000 -2.510 .00 4 -seio .000 . . .. . RECTIONS,PPLIED LORDS SUPPORT JOINTS . • JOINT FORCE X FORCE V MOMENT 1 7.681 13.887 -67.50 S . 2.739 6.675 39 63 - SUM 10.420 20.562 . . FREE JOINT DISPLACEMENTS .• JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION • 2 -.0332 -.0007 .0004 3 4. . . .0111 • -.0013 O334JI -.0003 .0027 L 0,2 1k. . . •, 03/26/86 I1F cDL 86012 UNBRACED LENGTHS Lx = 15.50 ft Ly = 15S0ft COMPRESSION FLANGE POSITIVE. (+) MOMENT 15.50 ft NEGATIVE (-) MOMENT = 15.50 ft Fy 36.00 ksi Kx 1.20 Cmx 1.00 Cb = 1.00 Ky 1.20 Cray = 1 00 1 13.88 36.79 0.00 NO • 2 13.35 79.24 0.00 YES SUITABLE SECTIONS W10 x 39 - LC # 2 @ 86. 1% W12 x 40 - LC # 2 ig 71.4% Wi4x38 - LCI$2 (' 94.2% W16 x 36 - LC * 2 @ 98,6% JJ16 X 40 - LC * 2 Cd 84.2% • WiB x 46 - LC * 2 84.0% • 03/26/86 1V1F 86012 UNBRACED LENGTHS Lx = 24. 30 ft Ly = 0. 00 ft COMPRESSION FLANGE • POSITIVE (+) MOMENT = 0.00 Ft NEGATIVE (-) MOMENT = 8.00 ft Fy = 36.00 ks:i Kx = 1.00 Cmx = 1.00 Cb = 1.00 Ky 1.00 Cray 1.OIZI f~) 1/3 Increase 1 3.20 -36.79 0.00 NO 0.00 NO 2.27 -69.13 0.00 YES SUITABLE SECTIONS • • WiO x 30 - LC # 3 @ 90.0% W12x26 •- W14x6 - W16x26 - LC LC#3 LC#3 # C 87.5% 3 & 1-5 81% t,i/6x3 W1B x .5 - LI.. 44 3. L' 5. 6% 'Z13/27/E36 N1F 1 . 0 86O2 UNBRCED LENGTHS Lx 15.00 ft Ly 15.00ft FLANGE BRACING Positive (+) t1':'ruiert 15.00 ft Nepative Moment 1.5.00. ft Fy = 36. Olt) ksi Kx = 1.20 CrfIx= 1.00 Cb= 1.00 Ky = 1. 2171 CI-11y = 1.00 0 LORD CASE . P (k) Mx (14.-Ft ) My (k-Ft ) 1/3 Increase 1 11.21 :t6.87 0.00 NO 2 . 10.92 52.54 0. OIzI YES SUITABLE SECTIONS . . W10x30 - LIE 2 t 93.9% -. W12 x 30 - . LC # 2 91-6% W14 x 30 - LC * 2 @ 88.4% (J16x36 - LIC # 2 116 64,7% W18x35 .- LC 44 2 i' 87.5%- 0 iZ/7/86 0 0 36012 UNBRACED LENGTHS Lx = i. 00 ft Ly = 0.00 ft (. 0. FLANGE BRACING . 0 Positive (~) M'::'rnent o. 000 ft NeQative (-) Moment = 8.00 ft . 0 Fy = 36.00 ksi Kx 1.00 Cmx 1.00 Cb = 1.00 K . 1.00 -Cmy 1.00 0 LOAD CASE P (k) Mx ----------------------------------------------------------- (kft) My (k-ft) 1/3 Increase 1 1.53 --16.87 . 0.00 NO 2 1.53 17.33 0.00 NO 3 0.92 -43O4 0.00 YES SUITABLE SECTIONS ----------------- W1O LC 0 3 @ 77.9% W12 x 22 - LC # 3 @ -68.3% . 0 W14x22 - :14 & 70.8% 0 W16x26 - LCI$3 & 51.5%- 0 W18 .x 35 - LO . 33. 2% • qo 03/26/86 NUFF 1 u 86012 UNBRPCED LENGTHS Lx 15.:5Ø ft S Ly 15.50 ft FLANGE BRACING Positive (+) Moment = :1.5.50 Ft Negative (-) Moment 15.50 Ft Fy 36.00 ksi Rx = 1.20 Cmx = 1.00 Cb = 1.00 Ky = 1.20 Cmy.= 1.00 LOAD CASE P: (k) Mx (kft) My (kft) 1/3 Increase 1 15.12 38.77 0.00 NO 2 13.58 39.38 0.00 NO 3, 13.89 67.50 0.00 YES SUITABLE SECTIONS S 0 ------------------ W1O x 33 - LC 4* 3 ® 90. 1% W12 x 35 - LC 4* 3 (0 89.8% / W14x38 - LC*3 @ 82.6% W16 x 36 - LC:# 3 & 86.6% W18x40 - LC4*3 @ 96.8% WiG x 46 - LC 4* 3 @ 74.7% 03/26/86 IV1F1 86012 UNBRACED LENGTHS Lx = 22. 30 ft Ly = 0.00 ft FLANGE BRACING Positive (+) Moment = 0.00 ft . • Negative (-) N':'rcienct 8.00 ft S Fy = 36.00 ksi. Rx = :1.00 Cmx = 1.00 •• S c,b = 1.00 Ky = 1.00 Croy 1.00 LOAD CASE P (k) Mx •(kft) My (k.-ft) 1/3 Increase 1 3.44 -39.38 0.00 NO S 2 2.47 -63.62 0. 00 YES S SUITABLE SECTIONS 5 • S W10 x 26 - LC 4* 2. --96.4% S S W10 x 30 - LC 4* 2 ® 83.0% • W12 x 26 LC it .2 ' 80.7% S W14 x 26 - LC 4* 2 CO 65.6% • S • S W16x26 - LC4*2 I 76.7% W18 x 35 - LC 4* 2 i 49.5% 0 55 5 •5• 0 0 PROJECT NAME: NORTH COUNTY PLAZA •. PROJECT NUMBER: 86012 1-76 GRADE BERM DESCRIPTION: M F JOR7 CA- Ali GRRDE BERM - INPUT/OUTPUT DATA , Pe *1 WALL HEIGHT = 0.00 Ft. WALL THICKNESS = 0.00 In. • WALL WEIGHT 0.000 Ksf. NUMBER OF POINT LOAD/APPLIED MOMENT LOCATIONS IS 2 • WALL STARTING POINT = 0.00 Ft. WALL ENDING POINT = 2500 Ft. FOOTING LENGTH = 25.00 Ft. FOOTING WIDTH = 24.00 In. / FOOTING DEPTH = 24.00 In. VC..O,.t/ AC • LATERAL LORD MAGNITUDE = 0.00 Kips • POINT LOAD/APPLIED MOMENT NUMBER 1 LOCATION = 3.00 Ft. POINT LORD NUMBER 1 MAGNITUDE = 10.92 Kips MOMENT NUMBER I MAGNITUDE -52.54 Kip-Ft. • POINT LOAD/APPLIED MOMENT NUMBER 2 LOCATION 22.00 Ft. -= POINT LORD NUMBER 2 MAGNITUDE -0.88 Kips MOMENT NUMBER 2 MAGNITUDE -43.12 KiDFt. APPLIED UNIFORM LORD i = 0.000 Kif. • APPLIED UNIFORM LORD 2 = 0.000 Kif. MAXIMUM SOIL PRESSURE 27 PRESSURE BLOCK LENGTH = 12.61 Ft. • MAXIMUM SOIL PRESSURE IS ON THE LEFT SIDE (•. 0 • PROJECT NAME: NORTH COUNTY PLAZA* PROJECT NUMBER 86012 GRADE BEAM DESCRIPTION: M F GRADE BEAM - ANALYSIS OF SHEARS AND MOMENTS Page *2 DISTANCE (Ft.) SHEAR (Rips) MOMENT (Rip-Ft.) 000 000 000 1.00 3.21 1.63 2.00 6.11 .. 6.32 3.00 8.70 13.76 3.00 -2.22 -38. 78 4.00 . 0.05 -39.85 500 200 -879 600 364 -3595 7.00 4.97 -31.62 800 597 -2612 9.00 S 6.67 . -19.77 10.00 7.05 -12.89 11.00 . 5 7.11 -5.78 1200 686 123 1250 662 461 1250 66E 461 1261 655 532 1261 655 532 13 61 .95 .5 11.58 14.61 5.35 17.23 15.61 4.75 22.29 -.., 16.61 4.15 26.74 17.61 • . 3.55 5 30.59 18.61 2.95 33.85 19.61 . 2.35 5 36.50 20.61 1.75 . 38.56 21.61 1.15 40.01 22.00 0.92 40.42 . 22. 00 1.80 -2.70 23.00 • . 1.20 . -1.20 24.00 5 5 0.60 5 -0.30 25.00 5 5 0.00 5 . 0.00 S 5 MAX IMUM SHEAR VALUE 8.70 Kis Ly MAXIMUM MOMENT VALUE 40.42 Rip-Ft. - MINIMUM MOMENT VALUE -39.85 Ri2-Ft. - /5 4 - Klagge. Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY pki- DATE 3/96 PROJECT SHEET No3017_ REV. DATE______ JOB No. 96'012— --CLIENT • NOTE No. DRA & e 0AMI gf .. a. Tui I / H 0. 75 O.6(3) 0..7j /6.Z ' 3/16 Ff- 71 CAP £27s, 5 Klagges Stevens & Associates, Inc. Civil/Structural Engineers. Land Surveyors. Planners 3111 Camino del Rio North, Suite 700 San Diego CA. 92108-1754 (619) 282-8502 BY PR(-'DATE 3/G PROJECT SHEETNoLOF.±L REV. DATE_____ JOB No. _e9G0/- CL!ENT________ NOTE No. BASE .OV4/ B'1R/A) i7) ~ 0 2 7' k5 P 13 - I A. .. . .1 •' ,. ., 4 •.,, •r r - - k. GEORGE S'. NOLTE AND ASSOCIATES CIVIL AND ENVIRONMENTAL ENGINEERS PLANNERSSURVEYOR'S * SAN DIEGO June 4, 1986 ' 85338409 8533-86-11 City of Carlsbad Engineering. Department 1200 Elm Avenue . • Carlsbad, CA.' 92008 • , Subject North County Plaza Pad "P" (S P 187) Dear Sirs: 4 4'. On November 6,' 1985, our field survey,crew checked the horizontal and vertical configurationof the subject pad. Our field crew verified that the pad is in substantial conformance with the configuration and location shown on the attached ; exhibit and that the elevation is-18.5 plus or minus 0.10 feet Sincerely, •. - : • • . NOTLE AND ASSOCIATES /j;z 7 t%ip James R. Hettinger • •; •. - • Senior Engineer rZ 45 Enclosure cc: Tom Purcell - Hughes Investments Geoff Reeslund - SGPA - ., •• S , - •• _ 9455 '-5- •; - - - S. • S - - . :, - •• - ,,• . 5 - S . - - . • 5' 5 . . - • -' ..--. 4 . .. 4 •4 • • .4- 5 . •. • .-t --5. S - -5. 5 5 • - .5- •5 • . S - -:.I . . - AidgehavenCou San Diego, CA 92123 619I278 I ' Sacramento San Diego San Jose Walnut Creek 1- 4 •: - . - . dh/#6/137 '1 4 e • I 1) - DRAWN - D(SuC..L U GEORGE S. NOLT-AND ASSOCIATES /VA'Th'CO/.J/'V'TYffAZ SAN JOSE t.WU1 CREkK $ACRAWEO • SAN. DIM MD - p I41 217 3",bI7Sl341D 1171. MI 1022 0141 2711352 - DATE /4 SCALE /"4f' j joe 100.6533.464--- ......... ROBERT PRATER ASSOCIATES Robert R. Proter, C.E. 7942-1980 Consulting Soil, Foundation & Geological Engineers Wm. David Hespeler, C.E. 1986 23j-6D, 7145 / SGPA Planning & Architecture P 0 Box 33326 San Diego, California 92103 't' o Messrs Goff ResILpd z'r'Curt Dk Re Building P North County Plaza Carlsbad, California Gentlemen We have reviewed the grading and foundation plans and accompanying specifica- tions for the subject building It Js our opinion that the plans and specifi- cations have incorporated the recommendations presented in our report titled "Foundation Investigation, North County Plaza, Buildings 1 through 5, Carlsbad, California," dated August 16, 1983 Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices This warranty is An lieu of all other warranties either,.express or implied.. If you have any ouestions, olease call Very truly yours, ROF3EQ7 pr,4TFP SSO'T''E ,52 Wm 0 Hespeler, RCE No.'261222 * WDH Is Copies Addressee (3) Hughes Investments, Attn Mr Torn Purcell (1) 70505 679) 453 5605 Roselle Street Son Diego CaliforniaColifornio 92727 C C ROBERT PRATER ASSOCIATES Robert R. Prater, C.E. 1942-1980 Consulting Soil. Foundation & Geological Engineers Wm. David Hespele,, C.E. February 2, 1986 RECEIVED 239-61), 7025 ;FEB 2686 tS.C..A. Hughes Investments 2 Corporate Plaza, Suite 250 Newport Beach, California 92660 Attention: Mr. Tom Purcell Re: Update Report North County. Plaza Carlsbad Tract 85-2 Carlsbad, California Gentlemen: In accordance with your request we have prepared this update report for the site describing our previous work at the site, existing site conditions, and a general description of work remaining from a geotechnical standpoint to complete the site grading. Our evaluation and conclusions are based on the presently proposed development of one and two-story buildings at the(locations and finish floor elevations shown on the rading plans prepared by George S. Nolte and Associates dated We originally performed a preliminary geotechnical investigation for the entire North County Plaza site the results of which were presented In our report dated In that report we addressed the general site conditions and provided preliminary recommendations for earthwork and foundations. In general, we concluded that with the exception of two areas identified adjacent to Marron Road and Jefferson Street, the site should be suitable for the support of one and two-story buildings, with finish floor elevations not exceeding +19, on conventional footing foundations bearing on recompacted fill mats. The areas noted along Marron Road and Jefferson Street (present Building Pads P, Q, R, S, and T) would require surcharging (pre-loading) In addition to recompaction of fill mats. . . During the period of through we provided earth- work observation and testing services for an initiiFhase ofite grading. The purpose of this grading was to Install some drainage facilities and prepare the site to receive imported fill material from the Buena vista Lagoon. The results of our work were presented in a report dated .' Subse- quent to this grading the site was covered with material from the lagoon In mid 1983. The lagoon material was end-dumped and leveled off with an average thickness of about 3 feet. 10505 Roselle Street, Son Diego, California 92121 (619) 453-05 February 24, 1986 239-61), 7025 Page 2 We performed a foundation investigation for the building sites now designated P through T, the results of which were presented in our report titled 'Foundation Investigation, North County Plaza, Buildings 1 through 5, Carlsbad, California," dated These are the building sites which were within the areas designated as requiring surcharging in our original 1982 report. In this report we provided detailed recommendations for earthwork (Including surcharging) and foundations for these building sites. During the period of October 3 through November 8, 1983, we provided earthwork .Qkryation and testing serviceln connection with the removal and recompac- tion of fill mats and surcharging for the building pads now designated P through T. The results of this work were presented In our report dated November 28, 1983. Settlement monuments were Installed on the pads during this work and monitored until late 1985. During wnd jiiII.5 we provided earthwork observation and testing services in connectioWWIThthi removal of the surcharge fill on the building pad currently designated "P' and placing about 1/2 foot of non-expansive compacted fill soil to bring the pad to about elevation +18.5. The surcharge soils were placed in future pavement areas and not compacted at that time due to their wet condition. As indicated in our report dated . - , It Is our opinion that this pad is now suitable for construction ö thëproposed building. As of this date the following work remains to be completed at the site prior to the construction of buildings, pavements, and other improvements as presently planned. Detailed recommendations for the remaining work were presented in our April 30. 1982, report and remain applicable to the site development. Building Pads Q through T Removal of the surcharge fills and the placement of 1/2 to 1 foot of compacted, non-expansive, fill soil to attain the finish pad subgrade. Building Pads A through H and J through N Removal of the Import fill soil from the Buena Vista Lagoon and the removal and recompaction of the underlying older fill. This work will probably require mining of some of the older existing fill in non-building areas to bring the building pads to the planned subgrade elevations. The Imported soil from the lagoon should only be re-used in non-building areas. The building finish floor elevations In these areas which exceed the originally recommended elevation of +19, were approved by us from a foundation standpoint because of past loading history in the various areas. Ali Non-Building Areas The Imported fill soil from Buena Vista Lagoon has not been compacted to the recommended 90 percent as of this date. All of these materials should be dryed to a water content that will allow compaction and removed and recompacted in all non-building areas. ROBERT PRATER ASSOCIATES Robert R Prater C E 1942-1980 Consulting Soil Foundation & Geological Engineers Wm David Hespeler C.E. January 23, 1985 RECEIVED 239-6, 6224 JAN 24 196 SGPA George S Nolte & Associates 9455 Ridgehaven Court -San Diego, California 92123 Attention Mr. Stuart Peace Re North County Plaza Carlsbad-Oceanside Gentlemen In accordance with an agreement between Hughes Investments and the California Department of Fish and Game, dredge material from Buena Vista Lagoon was spread, on the subject site. The material was placed on the site for drying and subse- quent use as compacted fill in non-building areas. Prior to construction of pavements the materials willbe properly compacted. Recommendations for the treatment of this material were presented in our report dated April 30, 1982 Very, truly yours, ROBERT PRATER ASSOCIATES Wm D Hespeler, RCE No 26,222 V'DH Is Copies Addressee (2) Hughes Investments, Attn: Mr. Tom Purcell (1) SGPA Planning & Architecture, Attn: Mr. Geoff Reeslund (2) - - & - • 10505 Roselle Street Son Diego Colilornio 92121 (619) 453-5605 I RECEIVED NOV 15jg S.GpA 0 ROBERT PRATER ASSOCIATES Robert R. Prater,-C.E. 1942.1980. Consulting Soil. Foundation & Geological Engineers Wm. David Hespeler, CE. November 14,i 1984 239-6,,,6128 Hughes Investments 0 0 •. . . do SGPA Planning & Architecture . . • P. 0. Box 33326 . San Diego, California 92103 Attention: Mr. Geoff Reeslund . . Re: North County Plaza 0 Gentlemen: It Is our understanding that a large single-story building is now planned for • the eastern part of the site south of Buena vista Creek where previously four Individual buildings were planned. It is our opinion that this area is suit- able for the proposed construction provided the conclusions and recommendations presented in our geotechnical investigation report dated April 30, 1982 are adhered to. 0 0 Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either, express or Implied. If, you have any questions, please call. Very truly yours, S 5 0 •o• 0 0 ROBERT PRATER ASSOCIATES • 0 • 0 0 • • • •.• H.. Wm. D..Hesp er,.RCE No. 26,222 0 ••• 0 0. O • WDH:ls • S 0 0 •..:. •• S Copies: Addressee (4) 0 • • 0 • 0 - 1050.5 Roselle Street Son Diego, California 92121 (619) 453-5605 0 • • 4. •. U.: •. ROBERT PRATER ASSOCIATES • Robert R. Prater, C.E. 1942-1980 S Consulting Soil, Foundation & Geological Engineers . Wm. David Hespeler, C.E. U August 16, 1983 239-613, 5262 . RECEIVED Aubri1983 QJP./\ Hughes Investments •. •. . 2 Corporate Plaza, Suite 250 a Newport Beach, California 92660 - Attention: Mr. Tom Purcell . Re: Foundation Investigation •• North County Plaza ' S Buildings 1 Through 5 • . S • • •• Carlsbad, California S. ,•• Gentlemen: • • In accordance with your request we have performed a foundation investigation for the subject buildings. The accompanying report presents the results of our I field investigation, laboratory tests, and engineering analysis. The soil and foundation conditions are discussed and recommendations for the soil and foundation engineering aspects of the building construction are presented. If you have any questions concern in.g.our findings, please-call. Very -truly yours, • 5 5 - S ROBERT PRATER ASSOCIATES • •. •: • • : . Wm. D. Hespel r, RCE No. 26,222 S • • S WDH:ls • Copies: Addressee (6) • S • • S SGPAPlanning & Architecture, Attn: Mr. Geoff Reeslund (1) George S. Nolte & Associates, Attn: Mr. Stu Peace (1) 5 5 10505 Roselle Street Son Diego, California 72121 (619) 453-5605 5 5 5 TABLE. OF CONTENTS Page No. Letter of Transmittal Title Page Table of Contents INTRODUCTION 1 SITE CONDITIONS A. Surface . .. ... . 1 B. Subsurface 1 C. Groundwater 2 CONCLUSIONS AND RECOMMENDATIONS 2 A. Earthwork ... 2 B. Surcharging . . 3 C. Construction Observation I 4 D. Foundations :. 4 .. 1. Footings 4 2. Slabs-On-Grade 5 3. Lateral Loads 5 Figure 1 - Site Plan APPENDIX A - FIELD INVESTIGATION .. A-i Figure A-i - Key to Exploratory Boring Logs . . I Exploratory Boring Logs 9 through 14 APPENDIX B - LABORATORY TESTING . . . B-i Figures B-i and B-2 - Consolidation Test Data I I . t I . I I I I I FOUNDATION INVESTIGATION FOR NORTH COUNTY PLAZA BUILDINGS 1 THROUGH 5 CARLSBAD, CALIFORNIA INTRODUCTION In accordance with your request we have performed a foundation investigation for Buildings 1 through 5 to be constructed on the North County Plaza shopping center site. We previously performed a preliminary geotechnical investigation for the shopping center site the results of which were presented in our report titled "Preliminary Geotechnical Investigation, North County Plaza, Carlsbad- Oceanside, California," dated April 30, 1982. In addition, we have performed earthwork observation and testing services in connection with some recent grading and trench backfilling operations at the site, the results of which were presented In our letter dated November 30, 1982. The purpose of our foundation investigation was to provide more detailed information on the subsurface conditions in the proposed building locations. It is our jjdErstanding_that the proposed buildings will be single-story struc- tures with abr_prdp fprs.... We anticipate that building loads will be typical for this type of light construction and that combined dead plus live column loads will not exceed 150 kips. Buildings 1-thrniirjl1J will have a finish have a finish floor elevation of 19. nge __________ length f the i,uI..iIngs wilLnot exceed 130 fgj. The data ot , tained and the analyses performed wire for the purposef providing design 'I and construction criteria for site earthwork, building foundations, and slab- on-grade floors. SAID .4 lqs 1 &C6, rd 04 SAYCE ITI4A 4 'ts c iJ1-7 A l-QW IF IT /S SITE CONDITIONS cow Surface 4 The subject shopping center site consists of approximately 214 acres located both north and south of the Buena Vista Creek, southeast of the intersection of State Highway 78 and Marron Road. The proposed Buildings 1 through 5 will be 4 located south of Buena Vista Creek adjacent to Marron Road. Material excavated from Buena Vista Lagoon is currently being stockpiled on the site. Subsurface A subsurface investigation was performed using a truck-mounted, continuous- flight auger to investigate and sample the subsurface soils. Six exploratory 71 239-613 Page 2 borings were drilled between the period of May 23 and June 6, 1983, to a maxiMum depth of j35-1/2 feet-at-the approximate locations shown on the Site ian, Figure 1. Logs of the borings and details regarding the field investiga- tion are presented in Appendix A. Details of the laboratory testing and the laboratory test results are presented In Appendix B. The §Mbsurface soils encountered in the borings consisted, in general, of about 10 underlain in turn hy rqjjirscciIiI dHy medium dense silty and clayey sands, and formational sandstones and clay- stones to the depths explored. An u compressible silty clay laverwas encountered immediately below t soils to depths ranging from 14 to 31 feet The upper compressible clays were underlain, in general, by medium dense silty sand. A second compressible silty clay layer was encountered between depths of 33 and 66 feet. This compressible clay layer was generally underlain by medium dense to dense clayey and silty sands to depths of 63 to 134 feet where very dense formational sandstone and hard formational mudstone. were encountered. The boring logs and related information depict subsurface conditions only at the specific locations shown on the site plan and on the particular dates designated on the logs. Subsurface conditions at other locations may differ from conditions occurring at these boring locations. Also, the passage of time may result in changes -in the subsurface conditions due to environmental changes. C. Groundwater Free groundwater_w nrunred i!1ajL.the exploratory borings at the time of drilling.The b4I4ed--grn,indwater cIpfh was not established in the borings. However, in general the rounrIwa.tQltPvl was encountered between elevations .1.3 pd +6. It must be noted that fluctuations in the level of groundwater may occur due to variations In ground surface topography, subsurface stratifica- tion, rainfall, and other possible factors which may not have been evident at the time of our field investigation. 4it U ... CONCLUSIONS AND RECOMMENDATIONS . U From a soil and foundation engineering standpoint, it is our opinion that the proposed building locations are suitable for construction of the proposed structures provided the conclusions and recommendations presented in this report are incorporated into the design and construction q the project. The primary features of concern at the building locations are Q) the reported marginal compaction of some of the previously placed compacted fill, a'nde the presence of underlying deep deposits of compressible lagoon sediments which are p subject to relatively large long term settlements due to increased fill and/or building loads. A. Earthwork . . Le totIreported marginal compaction cnmQf the previously fill it will necessary Thi1itipp0it the buildings on mats orproperly recompacted 'TflTjThe recompacted fill matë?WThbU1ldlngs stiId extencF down to aprox imately elevation The prism of recompacted structural fill beneath p ..... 239-6B Page 3 buildings AbAuW extend a minimum of 10 feet bevnnrl thig nerImetrJ1mLtsof_the jiJ.lji'.g at the base of the required excavations. All structural fill should be compacted to a minimum degree of compaction of 90 percent based upon ASTM Test Designation D 1557-78. Because of the anticipated Wgderate exnansinn mor cia o_c'tI' being placed- on the site, we recommend that buildiiig oor Ts be supported on a 12-inch minimum thickness of non-expansive on-site 191Uiuhability of soils for use beneath floor slabs should be deter- mined by our representative in the field at the time of construction. B. Surcharging With regard to the compressible lagoon deposits underlying the existing fills, the bloilding cif will cubiect tn large cettIemej resulting from consoli- dation of the compressible soils under the weight of the proposed additional fill and building loads. We estimate that the ground surface in the proposed building areas would undergo approximately fjve tn seven Inches of ndditinnaI seltLIment over a_period of several years.. In order to assure that proposed Wuildings Will not be subject to damage due to excessive settlements, it will be necessary to preload the building sites with surcharge fill prior to .I constructing the buildings. Surcharging (preloading) techniques require that several feet of fill (in addition tothat required to raise the site grade to the desired level) be placed over the areas to be occupied by buildings. The additional fill weight consolidates the underlying compressible deposits for a period of time such that a major portion of the anticipated ultimate settle- ments occur prior to construction. The required thickness of surcharge fill Is * dependent upon the anticipated building loads and floor elevations, the thick- ness of the compressible layers, and the time available, to complete the - surcharge program. '41nllnwinn the_conrLIrtio..ojhe recompacted fill mat and la-----* ftcopaction of fill tothe1inish .si.tbqde elevation plus six icle the surcharge fills may then be placed on proposed buIlding slits. Slopes of the ' temporary surcharge fills should not be steeper than 1-1/2 horizontal to 1 vertical. The 'tops, nf ctirtharge fill-slopes shni4-d lo cituatedI!asti.2. tt outstbe-perimeter -.Uits gcd_fIIilcltnga,eas The recommended surcharge thicknesses for each building for six-month and nine-month surcharge 1 programs are presented in the following table. Surcharge Surcharge I. Period Building Thickness (Months)' Site (Feet) 96 ' 1,2,3, & 4 6 I These surcharge depths assume that the compacted structural fill in building areas is placed to a level at least 6 inches higher than the desired finished 239-6B Page 4 building pad grades. The surcharge depth recommendations are based on a I compression index of 0. 16 which is based on laboratory consolidation test data and field settlement data from previous filling operations. The surcharge period estimates are based on settlement rates observed for Settlement Markers I 13 and 14 (adjacent to Borings 12 and 13, respectively) which were installed in To ensure that settlement's are occurring at the rates estimated, it is essential that settlement measuring devices such _asetflett plates be installed on_threcompa SIP ii fill iiiTMs and iiinitored on a reu1ar baci. These devices should be Installed under the direction of our representative prior to placement of the surcharge fill and should be read once immediately after installation and once a month thereafter until the necessary settlement has been achieved. Surcharge fills n not be compacted hut shQuIt.JlL-hP plared in a masn providii..Jn-place density of at least 110 pounds per cubic foot. - Construction Observation Variations in soil conditions are le and may be encountered during construction. lnöder to permit correlation between the preliminary soil data and the actual soil conditions encountered during construction and so as to assure conformance with the plans and specifications as originally contem- plated, it is essential that we be retained to perform on-site review during the course of construction. All earthwork and installation and monitoring of settlement measuring devices should be performed under the observation of our representative to assure proper site preparation, selection of satisfactory fill materials, as well as placement and compaction of the fills. Sufficient notification prior to earth- work operations is essential to make certain that the work will be properly observed. Foundations 1. Footings Is We recommend that the proposed buildings be supported on dual-spread and/nr_rnntjnuous footina foundatkmnc harinn completion of the u srcharging programs. 150 kips. All footings should be found ('ëirial at the not exceed the lowest a indivi- jjcompac u m nload s Tt -o( norLzontal cover or 1-1/2 times the width of t Lw reater, beWThe lo sØe lace doui ansiae eØgl bearing level. Footings located adjacent to utility I bearing surfaces situated below an imaginary 1-1/2 from the bottom edge of the adjacent utility trench. jfootung, whichever is :renches should have their so as to provide at least 8 the footing at the footing to 1 plane projected upward 1 At the recommended depths footings may be designed for allowable bearing pressures of 2,,000 pounds per square font Ipf) for combined dead and live I... loads and 2,7 psf for all loads, including wind or seismic. The footings I - 239-6B Page should, however, have a minimum width of 12 inches. - All continuous footings should contain top and bttóm réintorcementto provfIe strIcoTT!T117" ind to permit spanning of local freguiarIties. In order to assUre-that footings are founded on soils of sufficient load bearing capacity, it Is essen- tial that our representative inspectthe footing excavations prior to the placement of reinforcing steel or; -concrete. - Differential settlements within buildings constructed after surcharging In accordance with the previous recommendations are expected to be within toler- able limits for the type of buildings presently proposed. 2. Slabs-On-Grade -S Concrete slabs-on-grade may be supported directly on the recommended layer of I . non-expansive compacted fill. soil.. . -Slab reinforcing should be provided in accordance with the anticipated use of and loading on the slab. As a minimum, - however, we mmenrLthat the glabs be reinforced ,.Lth..6xjWj[W 1.14 welded I wire fabric to minimize hairline cracking of the slabs due to concrete shrinkage. - In areas where moisture-sensitive floor coverings are to be utilized-and in other areas where floor dampness would be undesirable, we recommend that consideration be given to providing an Impermeab rane beneath the slabs. The membrane should be covered with2 I!lc es of sand to p urung I construction. The sand should be ligliTh,' moistened just prior to placing the concrete. I . 3. Lateral Loads - - Lateral load resistance for buildings supported on footing foundations may be developed in friction between the foundation bottoms and the supporting - I subgrade. An allowable friction coefficient of 0.35 is considered applicable.' An additional allowable passive pressure equal to anequivalent fluidweight of 300 pounds -per, cubic foot acting against the -foundations may be used - in design I -provided the footings are poured neat against the adjacent undisturbed - compacted fill materials. 5 I I I I I I 'LL1J :4tE ti Ii]_.. \\\\\V/\\ .• Ll r ITW,tX\'" •\\'\\'\\\\\\''\\ vwt& 4. S. . ' \ ' 1•'\ . \\\ 9\\J -14 T' / Ativ EB/3 / .I.. -.. . .. .5. - -__- B * 1 -'-- / 77 NJ E E ,'IF i —---- ---- Approxi te Scale (Fe ) LE ,- 100 \200 40 LEGEND "1YiO EB-9 -$- Indicates approximate location of exploratory boring. The. borings are numbered consecutively from our preliminary geotechnical •. investigation report dated April 30, 1982. \\ Base: A plan titled "North County Plaza," latest revision dated December 15, 1982, prepared by SGPA Planning and Architecture. SITE PLAN ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil. Foundo,ion i Geological Engineers Carlsbad-Oceanside, California PROJECT NO. DATE Figure 1 239-613 August 1983 U A-i U APPENDIX A FIELD INVESTIGATION U The field investigation consisted ofa surface reconnaissance and a subsurface exploration program using a truck-mounted, continuous-flight auger. Six U. exploratory borings were drilled during the period of May 23 to June 6, 1983, at the approximate locations shown. on the Site Plan, Figure 1. The soils encountered In the borings were Continuously logged in the field by our repre- sentative and described in accordance with the Unified Soil. Classification System (ASTM D 2487.). Logs of the borings as well as a key for soil classifi- cation are included as part of this appendix. The boring locations shown on the site plan were estimated from topographic features depicted on a plan ' •titled "Grading Study" prepared by George. S. Nolté and Associates, dated May 9, 1983. Representative samples were obtained from the exploratory borings at selected depths appropriate to the investigation. All samples were returned to our laboratory for evaluation and testing. Standard penetration resistance blow I counts were obtained by driving .p 2-inch O.D. split 'spoon sampler with a 140-pound hammer dropping through a-36-Inch free fall. The sampler was driven a maximum of 18 inches and the number of blows recorded for each 6-inch interval. The blows per foot recorded on the boring logs represent the accumu- lated number of blows that were required to drive the last 12 inches or portion thereof. Samples contained In liners were recovered by driving a 2.5-inch I.D. California sampler 18 inches into the soil using a 140-pound hammer. Boring log notations for the standard split spoon, California sampler, and Shelby tubes as well as for jar samples, taken from auger cuttings are indicated below. , . . Standard Split Spoon Sampler California Sampler I "x" indicates a jar sample taken Shelby Tube from auger cuttings. The boring logs show our Interpretation of the subsurface conditions on the dates and at the locations indicated, and it is not warranted that they are representative of subsurface conditions at other locations and times. I I I . ,.... I PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS SYMBOL GRAVELS CLEAN GW Well graded gravels, gravel-sand mixtures, little or no GRAVELS fines. GP Poorly graded gravels or gravel-sand mixtures, little or C)) cc 0 MORE THAN HALF (LESS THAN _.1 LU0 OF COARSE 5% FINES) no fines. U) FRACTION IS GRAVEL GM Silty gravels, gravel-sand-silt mixtures, non-plastic fines. W ON U- LU LARGER THAN WITH z 'LL < Vi NO. 4 SIEVE FINES GC Clayey gravels, gravel-sand-clay mixtures, plastic fines. 0 Uj SANDS CLEAN SW . Well graded sands, gravelly sands, litfle or no fines. ' ZW(l) 0 SANDS Uj MORE THAN HALF (LESS THANcc SP 5°i' FINES) Poorly graded sands or gravelly sands, little or no fines. OF COARSE SANDS SM Silty sands, sand-silt mixtures, non-plastic fines. LU cc in0 FRACTION IS SMALLER THAN WITH' NO. 4 SIEVE FINES SC Clayey sands, sand-clay mixtures, plastic fines. w AND CLAYS U.SILTS ML Inorganic silts and very line sands. rock flour, silty or clayey fine sands or clayey. silts with slight plasticity. 0 - LU ci Inorganic Clays of low to medium plasticity, gravelly < LIQUID LIMIT U.clays,_sandy_clays._silty_clays,_lean_clays. IS 0 in in LESS THAN 50% U.)01 Organic silts and organic silty clays of low plasticity. Z 0 SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine sandy or 0 _.1 S silty soils, elastic silts. 0 LU LIQUID LIMIT IS CH Inorganic clays of high plasticity. fat clays. U- GREATER THAN 50% OH Organic clays of medium to high plasticity. organic silts. • HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. DEFINITION OF TERMS U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4" 3" 12" I SAND GRAVEL SILTS AND CLAYS I COBBLES BOULDERS I FINE I MEDIUM I COARSE FINE I COARSE I I GRAIN SIZES SANDSGRAVELS AND NON-PLASTIC SILTS BLOWS/FOOTt VERY LOOSE 0 - 4 LOOSE 4 -10 MEDIUM DENSE 10 -30 DENSE 30 -50 VERY DENSE OVER 50 CLAYS AND PLASTIC SILTS STRENGTH BLOWS FOOT VERY SOFT 0 - 1/4 0 - 2 SOFT 1/4 - 1/2 2 - 4 FIRM t/2 - 1 4 - 8 STIFF 1-2 8-16 VERY STIFF 2 - 4 16 -32 HARD . OVER 4 MR 32 RELATIVE DENSITY CONSISTENCY Number of blows of 140 pound hammer falling 30 inches to drive a 2 inch O.D. (1-3/8 inch l.D.) split spoon (ASTM D-1586). 4Unconfined compressive strength in tons/sq. ft. as determined by laboratory testing or approximated by the standard penetration test (ASTM D- 1586), pocket penetrometer, torvane, or visual observation, KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System (ASTM D-2487) ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Sol. Foundation & Geological Engineers Carlsbad-Oceanside, California PROJECT NO. DATE Figure A-i 239-613 August 1983 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 151 (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches ITE DRILLED 5/23/83 DESCRIPTION AND CLASSIFICATION E DEPTH CONSIST.SOIL I z w _ o cc - - uJ z f- LULJ w ______________________ DESCRIPTION AND REMARKS B COLOR TYPE SANDY CLAY (fill) dark stiff CL -. - gray -2-X - - - - CLAYEY SAND (fill) - gray- gray- medium dense SC ish brown FILLt . .__ CLAYEY SAND dark loose SC gray -12 - 14 5.6 SILTY CLAY dark gray soft- firm CH - 16 18 2" sandy lens at 191 feet 45 —20 - 22 - 24 Some sandy clay 26 : - - 0 134.0 SILTY SAND . . - gray medium SM dense - - 28 - -3°-33 . 32 - j25 36 SILTY CLAY dark. firm (Continued) gray CH 38 - Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. . - - 6 48 EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES . NORTH COUNTY PLAZA Consulting Soil. Foundation & Geological Engineers Carlsbad California PROJECT NO. DATE BORING NO 9 (pg.1) 239-613 August 1983 DRILLRIG Continuous Flight Auger SURFACEELEVATION15 (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 5/23/83 DESCRIPTION AND CLASSIFICATION DEPTH FE i to '- wZLu,LU(flQ DESCRIPTION AND REMARKS COLOR BOL - CONSIST. . SILTY CLAY dark firm CH - 9Y -42- 44 112.6 46 -48- -so-I 6 53 52 54"T - 56 - 21 50 I SILTY SAND gray medium dense SM - 58 - _60_I26 -62- - 64 - - - 9 34 I nterbedded SILTY CLAY and CLAYEY and SILTY SANDS - gray and firm/ loose- CL/ SC/ j dark medium SM - - gray,, dense :66 : 68 : SILTY SAND - gray medium S M dense —70-- • - 72 - -.74 - -76- (Continued) ; . - 78 Note: The stratification lines represent the approximate boundary between material types and the transition may - - —80 - 2 be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES Consulting Soil. Foundotion & Geological Engineess NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. DATE I BORING NO. 9 (pg. 2) 239-613 August 19831 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 15 (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 5/23/83 DESCRIPTION AND CLASSIFICATION CC DEPTH Q. (FEET) to zw_. 00 cc 8 61 - Icc Ui ~iJO UP ZLr l z SZE z BOL DESCRIPTION AND REMARKS COLOR CONSIST. - TYPE SILTY SAND - gray medium SM - - dense . -82- -84- 86: -88- - - Interbedded SILTY CLAY, - dark m7 t7 . CLAYEY, SILTY, and POORLY GRADED SANDS gray loose SC/ SM/ SP —90 — - 27 -92- gray stiff/ medium - - - - 48 T • dense- - 96 dense - - -98- • 100_ 26 -102- E 104 -I 23 106 -108 - -no- 31 -112- -114- • "....., SM ' -116 - -. 118 - 120 SILTY SAND . (Continued) - gray • dense- very Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. ' - dense - —120 50 EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES Consulting Soil. Foundotion & Geological Engineers NORTH COUNTY PLAZA Car bad-Oceanside, California 'PROJECT NO. DATE I 'NO. 9(pg 3) BORING I • • 239-6B -I August 1983 DRILLRG Continuous Flight Auger SURFACE ELEVATION 15 (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 5/23/83 DESCRIPTION AND CLASSIFICATION ir 0 0 R DEPTH (FEET) z °' 0 i rh < ' 1.- z cc W o 0 CL - DESCRIPTiON AND REMARKS COLOR CONSISTBOL. I SOIL TYPE 8 SILTY SAND gray dense SM • -122- -124- 50 -126- = 128 • —130— 132 - 65 - SILTY CLAY (formational green- mudstone) ish 611- _gray 134 - - Bottom of Boring = 134 Feet Note: The stratification lines represent the approximate - - boundary between material types and the transition may - - be gradual. • EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil. Foundoiion i Geologtcol Engineers Carlsbad-Oceanside, California OJECT NO. P DATE I BORING NO. 9 (pg. 4) 39-6B August 1983 1 DRILLRIG Continuous Flight Auger I SURFACE ELEVATION 16 (approx.) LOGGEDBY LTJ DEPTH To GROUNDWATER Not Established1 BORING DIAMETER 8 Inches DATE DRILLED 5/24/83 DESCRIPTION AND CLASSIFICATION M 0 0 'Ii X w?i ____________________ DEPTH (FEET) w Pz .. P—< ZU)I- DESCRIPTION AND REMARKS S COLOR CONSIST. SOIL BOL TYPE Ulm (I) Zgcn CLAYEY SAND (fill) - gray- medium SC - - - ish dense brown -2- - - .4' - -6 -x : SANDY CLAY (fill) - dark stiff CL _gray 8 x CLAYEY SAND (fill) light medium SC brown dense _ 10 and - - gray - 12 - X FILLt .14X .16.1 54 SILTY CLAY gray soft CH firm - 18 - —20 - - -I4 53 - 22 - - 24 - SILTY SAND - gray medium M dense - - 26 20 -28 - 16 —30 - - - 21 - - 32 34 SILTY CLAY with thin lenses - gray firm CH of clayey and silty sand 6 - 36 - (Continued) -38. 27 T Note: The stratification lines represent the approximate - -'- 31 boundary between material types and the transition may - - - be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil. Foundation i Geological Engineers Carlsbad-Oceanside, California PROJECT NO. I DATE BORING NO. 10 (pg. 1) 239-6B J August 1983 1 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 161 (approx.) LOGGED BY LTJ DEFTHTOGROUNDWATER Not Established BORING DIAMETER 8 Inches : TE DRILLED 5/24/83.. DESCRIPTION AND CLASSIFICATION 2 O W DEPTH (FEET) ra < SOIL DESCRIPTION AND REMARKS COLOR CONSISTBOL. .YPE W IS 8 SILTY CLAY with thin lenses gray firm CH of clayey and silty sand - 42 - Several thin sand lenses from . - y 43 to 44 feet. . . - -46- -48 - 7 42 52 - 54.- 56 13 T -- Interbedded SILTY and gray medium SM/ POORLY GRADED SAND dense dense SP : 8 —60— -62- .64- 66-I 10 68- 11 72 -74- 76 - 18 (Continued) 78 Note: The stratification lines represent the approximate - - boundary between material types and the transition may . —80 - be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil. Foundation i Geological fnginees Carlsbad-Oceanside, California PROJECT NO. DATE •. BORING - NO. 10 (re. 2) 239-613 August 1983 ORILLRIG Continuous Flight Auger SURFACE ELEVATION 161 (approx.) LOGGED BY LTJ DEPTH TOGROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 5/25/83 -. DESCRIPTION AND CLASSIFICATION DEPTH (FEET) z W zal ii 9 8 Z ow Ui 2 Za L) 2 1- DESCRIPTION AND REMARKS SOL COLOR CONSIST. SOIL IYPE Interbedded POORLY GRADED gray medium SP/ -. - 11 SAND and CLAYEY SAND dense SC - 82 - -84- -86-I 23 -88- Some interbedded silty clay below 90 feet. —90 — - - 14 -92- 94 96 20 -98 - _100- -T 14 Bottom of Boring = 1011 Feet - 102 Note: The stratification lines represent the approximate - boundary between material types and the transition may - be gradual. EXPLORATORY BORING LOG ROBERT PRATER. ASSOCIATES Conwltisig Soil. Foundoiion i Geological Engineers : NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. 1 ] DATE BORING NO. 10 (is. 3) 11 239-6B August 1.983 DRULRIG Continuous Flight Auger SURFACE ELEVATION 17' (approx.) LOGGED BY LHP DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED .6/3 / 83 DESCRIPTION AND CLASSIFICATION DEPTH (FEET) Cr OUIz <I 0 wZ t xwo K2t- DESCRIPTION AND REMARKS S -. COLOR CONSISTBOL. . CLAYEY SAND (fill) - . gray- loose S C iSh brown -2- • - - _-4 . - 6 - -8- -. -. -10 T very - - 2 loose -12-+ - - - FILL _I -14- 16 : 2 SILTY CLAY . - gray - very soft ii- _j_ T - 18 - firm 5 54 24 26:1 28 SILTY SAND - gray. . . . - dense - - - —30 25 - .' .- - 34 - - dense 38 36 - - 37 (Continued) - Note: The stratification lines represent the approximate - - - boundary between material types and the transition may be gradual. . . - 40 - - - EXPLORATORY BORING LOG ROBERT PRAflR ASSOCIATES Consulting Soil. Foundation & Geological Engineers -. NORTH COUNTY PLAZA -. Carlsbad-Oceanside, California PROJECT NO. - DATE BORING -, - - - • • • NO. 11 (pg. 1) 239-613 August 1983 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 17 (approx.) LOGGEDBY LHP DEPTHTO,GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 6/3/83 DESCRIPTION AND CLASSIFICAT1ON CC DEPTH (FEET) ui 2 4CONSIST 80 00 V Cr 8 Cr UA 0ZC ui M IL W 3 2 1E - DESCRIPTION AND REMARKS BOL COLOR .TYPE SOIL SAND SILTY CL gray medium SM - - 20 Some 'interbedded clayey sand ' ense - 42 - and silty clay. '-44- ____ E46I 11 48 : SILTY CLAY - gray soft- CH firm H 38 52 54 56 1 44 -58- 2" lens of sand - 6 49 62 64 66 6 51 SILTY SAND gray dense - - 68 11 72 -74- 76 - 18 (Continued ' - 78 - Note: The stratification lines represent the approximate - - boundary between material types and the transition may be gradual. - f-80 EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES Consutiing Soil. Foundoton i Geologicol Engineers NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 11 (Ps. 2) • 239-6B August 1983 DRILL RIG Continuous Flight Auger SURFACE ELEVATION 17 (approx.) LOGGED BY LHP DEPTH to GROUNDWATER Not Established BORING DIAMETER 8 Inches 1DATE DRILLED 6 /6 /83 - - DESCRIPTION AND CLASSIFICATION DEPTH (FEE) us IS - LZ M E w VIP (JO Z to HE 68 DESCRIPTION AND REMARKS COLOR CONSISTBOLI.SOIL TYPE SILTY SAND gray medium dense SM - - -82- 26 -84- lens of silty clay - - .86-j 10 31 T -88 15 -94- -96.1 22 • -98 - :100:119 -102- -104- Some interbedded silty clay and clayey silt between 105 - - 106 - 25 T and 116 feet. - - -108- • .• -110- - _1114 • 32 112 - -114- 116-I 11 Note: The The stratification lines represeit the approximate boundary between material types and the transition may be gradual. -120- • EXPLORATORY BORING LOG ROBERT PRATERASSOCIATES Consulting Soil, Foundation & GeoloQicol Engineers NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. DATE I BORING NO. 11(pg 3) 239-613 August 1983 1 DRILLR!G Continuous Flight Auger SURFACE ELEVATION 17 (approx.) LOGGEDBY LHP DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches j_DATE DRILLED 6 /6 /83 DESCRIPTION AND CLASSIFICATION Ix (FEET) U! 4c DEPTH to g a. Zi za: DESCRIPTION AND REMARKS BOL COLOR CONSIST.. SOIL .YPE W z rn ° 8 1LTY SAND gray medium SM - - I 44 dense- 122 - - - -124- -126-I 47 128 —1307 -' 36 - - SILTY SAND-SANDY SILT gray very (formational sandstone- dense SM- 134 - 90 siltstone) - - 136 .611 Bottom of Boring = 135+ Feet - Note: The stratification lines represent the approximate - - - - boundary between material types and the transition may be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil. Foundation & Geological Eng.neess Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 11 (pg. 4) 239-6B August 1983 DRILL RIG Continuous Flight Auger SURFACE ELEVATION 17 (approx.) LOGGED BY Lii DEPTHTOGROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 6/2 /83 DESCRIPTION AND CLASSIFICAT1ON (FEET) DEPTH UJ zw_. go1-cc - 'U z U, > I--U.. DESCRIPTION AND REMARKS COLOR SOIL , BOL CONSIST.YPE . W w . CLAYEY SAND (fill) gray- medium SC - ish dense brown ' 2 - - -4 -x -6- -8-X —10— : x FILLt :12: - - SILTY CLAY gray- very ' CH black soft - 14 - J_ 2 67 - 42' - 16 - - - 18 - 44 _20_9 SILTY SAND gray medium SM dense - 22 24 :I 7 , 41 SILTY CLAY gray soft CH .26-1 - 59 110.5 - - - 28 —30— -i- - 19 56 SILTY SAND gray medium SM dense - -32 34 - SILTY CLAY gray firm C H - 36-17 56 (ContInued) -38- Note: The stratification lines represent the approximate boundary between material types and the transition may - 40 - be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES ' ' NORTH COUNTY PLAZA Consulting Soil. Foundation & Geological Engineers Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 12 (pg.' 1) 239-613 1 August 1983 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 17 (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches : DDATE RILLED 6/3/83 DESCRIPTION AND CLASSIFICATION DEPTH (FEEI) z w__ got- - w l_ z W Z (I) XwO. I- W >• W 1/) Q Z 0.. DESCRIPTION AND REMARKS L cc COLOR CONSISTBOL. zSYM .. SOIL .YPE SILTY CLAY gray firm CH - - - 112 - - 35 1141.4 C .. -44- -----_-46-I - - 7 38 __________________ CLAYEY SAND - gray loose SC -48 - H . 52 .514- medium - - dense -56-I 15 - 58 • 27 : 64 - 50 SILTY CLAY (formational mudstone) - _gray gray- ish hard — ar SC 66.511 CLAYEY SAND (formational gray very sandstone) dense. 68 - - - 160 -70 - 6" Bottom of Boring = 701 Feet -72- Note: The stratification lines represent the approximate - - boundary between material types and the transition may — — be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES Consulting Soil. Foundation £ Geological Engineers NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 12 (pg. 2) 239-613 A August 1983 DRILL-RIG Continuous Flight Auger SURFACE ELEVATION 18 (approx.) LOGGED BY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATEDRILLED 6/1/83 DESCRIPT1ON AND CLASSIFICATION ' El AND REMARKS SYMDESCRIPTION COLOR CONSISTBOL. w CLAYEY SAND with some sandy gray- medium - - - clay and silty sand (fill) ish dense brown 2 - and - - gray :4 :x -8- -.-x —10— FILL t SILTY 36 - : 3 CLAY CLAY - gray soft CH 14 - 16 S 18 • S. j[ 61 104.2 • —20— 22 - some clayey sand very : 24 soft- 2 29 soft 26 28- SILTY SAND gray dn —30— 50 32 - SILTY CLAY gray very CH soft- - - 2 38 • soft - • - 36 - (Continued) •• - - 38 Note: The stratification fines represent the approximate - - boundary between material types and the transition may - 40 - II 52 123.4 be gradual. 1 - - - - EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil. Foundation & Geological Engineers Carlsbad-Oceans, California PROJECT NO. DATE BORING NO. 13 (pg. 1) 239-6B • August 1983 DRILL RIG Continuous Flight Auger SURFACE ELEVATION 18 (approx.) LOGGED BY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED DESCRIPTION AND CLASSIFICATION DEPTH SOIL (FEET) eL . u-) 2u. r- < 1 O tflz iwV) gg. ZU) COLOR CONSISTBOL. DESCRIPTION AND REMARKS 80. .YPE SILTY CLAY gray very CH - - soft- soft - 42 - 44 16 iLTY SAND gray medium SM dense 46- -48 - 501 12 -52- gray - 54 ish - - >< 28 brown -56- -58 - 60 27 -62- -64-- X25 66 - 68 - CLAYEY SAND with some - gray medium SC- scattered small gravel dense ~70 — 21 -72 74 26 - 76 - SILTY CLAY (formational - gray hard mudstone) (Continued) CL\ - - 78 - Note: The stratification lines represent the approximate - - boundary between material types and the transition may e gradual. —80 - I 43 EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES Consulting Soil, Foundotion A Geologicol Engineers NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 13 (pg. 2) 239-6B August 1983 DAILL RIG Continuous Flight Auger SURFACE ELEVATION 18 (approx.) LOGGED BY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 6/2/83 DESCRIPTION AND CLASSIFICATION jr zw 0 0z - W 0 DEPTH SOIL (FEET) DESCRIPTION AND REMARKS COLOR CONSIST. B . it S CLAY (formational SILTY cc gray hard CL - - mudstone) ... SC - 82 - 100 3 CLAYEY SAND (formational - green- very sandstone) ish dense I - gray.. :84: Bottom of Boring = 82+ Feet Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil. Foundation Geological Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 13 (pg. 3) 239-613 . August 1983 DRILLR.iG Continuous Flight Auger SURFACE ELEVATION 183 (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 5/31 /83 DESCRIPTION AND CLASSIFICATION CC zuJ_. 00 Ui Lu DEPTH (FEET) t! 0 )lZ izijc DESCRIPTION AND REMARKS S COLOR CONSISTBOL. TYPE W U) SANDY CLAY and CLAYEY gray firm/ CL/. - SAND (fill) and loose SC 2 - g.ray-.. - - ish brown -6- -8- -10- -12- FILL t -14- - SILTY CLAY . gray soft CH -.1 16 5 70 -18- 3 47 22 - 24 - -26 -j[ 62 - 28 - __________________________________ —30--,-- - - 22 SILTY SAND gray medium SM dense 32 - 36 - 2 39 SILTY CLAY - gray very CH soft- soft (Continued) -38- Note: The stratification lines represent the approximate - - boundanj between material types and the transition may - 40 - be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Coniuhing Soil, Foundation & Geological Engineers Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 1Z4 (pg. 1) 239-6B August 1983 ,DRILLRIG Continuous Flight Auger SURFACE ELEVATION 18j (approx.) LOGGEDBY LTJ DEPTH TOGROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED5/31/83 DESCRIPTION AND CLASSIFICATION - DEPTH z ui Ix - ow z DESCRION AND REMARKS P11 COLOR BOL TYPE CONSIST. SILTY CLAY - gray firm Eli: 5 56 42 : -44. 461 7 45 - 48 50 33 SILTY SAND - dark medium SM gray dense - 52 - * and - gray- -54. ish - - brown -56-I 22 -58- 18 62 66 30 68 17 72 - 74 -76 (Continued) -:78 - Note: The stratification lines represent the approximate - boundary between material types and the transition may be gradual. —80 - EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES Consulting Soil. Foundation Geological Engineers NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 14 (pg. 2) 239-613 August 1983 ORILLRIG Continuous Flight Auger SURFACE ELEVATION 18 (approx.) LOGGEDRY LTJ DEPTHTOGROUNDWATER Not Established BORING DIAMETER 8 Inches IDATE DRILLED 5/31/83 DESCRIPTION AND CLASSIFICATION CC zw_ 0 - Lu ow UJU ! DESCRIPTION AND REMARKS S COLOR CONSISTBOL. . SOIL FEET) 8 SILTY SAND - gray- medium SM - - 77 ish dense- - 82 - - brown dense - - -84 86 - - 27 -88- Interbedded SILTY CLAY and gray stiff! CL! CLAYEY and SILTY SANDS and medium SC! -90- 31 - >< gray- dense SM - - ish 92 brown - .94- 37 - 98 - 00-E 28 - 102 - Gravel and cobbles between -104 104 and 107 feet. - -106- SANDY CLAY-CLAYEY SILT - gray hard CH - (formational mudstone) MH 108 - - -110- 150 MK -112 - 311 Bottom of Boring = 111 Feet - Note: The stratification lines represent the approximate - - boundary between material types and the transition may - - be gradual. EXPLORATORY BORING LOG NORTH COUNTY PLAZA ROBERT PRATER ASSOCIATES Carlsbad-Oceanside, California Consulting Soil. Foundation & Geological Engineers PROJECT NO. DATE BORING NO. 14 (pg. 3) 239-613 August 1983-1 V JV V__V V •V V 1 ROBERT PRATER ASSOCIATES V V V Robert RV Proter, C.E. 1942-1980 V V Consulting Soil, Foundation & Geological Engineers Wm. David Hespeler. C.E. RECEIVED V V DECO 1. 83 V V V V November. 28, 1983 V V V 239-6C, 5481 V V VV• V Hughes Investments V 2 Corporate Plaza, Suite 250 V V V V Newport Beach, California 92660 V V Attention: Mr. Tom Purcell V Re: Earthwork Observation and Testing Services V V Buildings 1 through 5 V V V V North County Plaza V V V Carlsbad, California V - Th V V V 'ientiemen: In accordance with your request, we have provided earthwork observation and V V testing services In connection with the subject building pad construction. We V previously performed a founçiation investigation for the building sites the results of which were presented in our report dated AU9UStV 16, 1983. V During the period of October 3 through November 8, 1983, our representatives V V were present at the site to observe the earthwork operations and 'to provide V V field density testing services. The results of the field density and labora- tory compaction tests are presented In the attached Tables A and B, respec- tively. The V approximate locations of V the field density tests are shown on the V V VV attached Site Plans, Figure 1 and 2. V V V V V V V V V V V Based on our observations and the attached test results it Vj our opinion that V V the following items of work were satisfactorily completed in accordance with V V the recommendations of the foundation investigation report. V V V V V V 1) Removal and recompaction of the existing fill materials beneath the V V V V V V V building pad areas. V V V V V V V V 2) V The placement and compaction of additional fill' Soils on the building V V pads up to the finish subgrade elevations. V V V V VV VVV 3) The placement of surcharge fills on the building pad areas. V V V V During the removal of existing fill materials beneath building pads 2 and 3 V V ground water was encountered at some locations ranging from elevations 8 to 11 feet. In. those areas where relatively shallow ground water was encountered the V excavations were terminated above the planned removal depth of elevation 8 and the wet areas bridged with dryer on-site fill soils. Accordingly, 90 percent V 10505 Roselle Street San Diego California 92121 (619) 453-5605 November 28, 1983 239-6C, 5481 Paae2 relative compaction was not achieved in the saturated areas and In the over- lying bridging material as referenced by Test Nos. 'I, 2, 3, 5, 28, 29, 37, 38, and 39.: It is our opinion, however, that due to the sandy nature of the ' existing fills left In-place, the near saturated to saturated conditions, and the surcharge loads placed on the building pads, that consolidation of the lower fills where a minimum of 90 percent was not achieved will occur during ,:,,the planned surcharge period before construction begins and not result in excessive differential settlement of the proposed commercial structures. As the mass grading progressed the existing fills encountered ranged from 'relatively clean silty sands to clayey sands and sandy clays. Due to abrupt changes in the quality of the fill material., a restricted time schedule, and the potential for rain, selective grading was not feasible. Accordingly, some of the more clayey fill material was placed at the finish subgrade elevations for pads 2 and 3. An order to 'evaluate the expansion potential of the more, clayey near surface soils, hand driven tube samples were obtained and returned to our laboratory for. testing. The results of these tests are summarized in the attached Table C. The test results Indicate that the more clayey fills placed have only a low potential for expansion and will not require remedial, measures after removing the surcharges. The borrow area used to obtain fill material for the. building pads (see Figure 2) was left open and graded to drain to the existing storm drain on-site. Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either express or Implied'. If you have any questions, please call. Very truly yours, ROBERT PRATER ASSOCIATES ,'Wm.' D. Hespeler, RCE No.. WDH Is Attachments Copies: Addressee (3) ' . . ' ' , : •,, Collins General Contractors,, Attn: Mr. Mickey Carhart 11) SGPA Planning & Architecture, Attn: . Mr. Ron Roberts (1) George S Nolte & Associates, Attn Mr. Stuart Peace (ci) TABLE A'-SUMMARY'OF FIELD DENSITY TEST RESULTS (-ASTM D1556-64 and/or ASTM D292278; ASTM D301.7-78 AproxImateWater Dry. Degree of . Test Elevation; Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) •Curve No. Remarks 10/06/83 Surcharge Area 3 9 19 106.1 814 1 Test Accepted 10/06/83 Surcharge Area 3 9 17 108.2 86 1 Test Accepted - 10/06/83 Surcharge Area 3 '. 9 17 107.5 85 1 " Test Accepted 4 ' 10/06/83 Surcharge Area 3 11 15 110.9 88 1 Test failed, see #7 . 10/06/83 Surcharge Area 3 10 15 111.9 89 1 Test Accepted 6 10/06/83 Surcharge Area 3 13 14 114.0 90 1 7 10/06/83 Surcharge Area 3 11 13 113.5 90 1 Retest of #4 8 10/06/83 Surcharge Area 3 12 16 113.4 90 1 9 10/06/83 Surcharge Area 3 14 16 113.0 90 1 10 10/06/83 Surcharge Area 3 16 14 117.2 93 1 11 10/06/83 Surcharge Area 3 16 16 113.5 90 1 12 10/08/83 Surcharge Area 3 18 15 114.8 91 1 13 10/10/83 Surcharge Area 1 10 15 114.4 91 1 - 111 10/10/83 Surcharge Area 1 10 20 108.6 86 1 Test failed, see #15 15 10/10/83 Surcharge Area 1 10 15 115.9 92 1: Retest of #14 16 10/10/83 Surcharge Area 1 12 15 115.1 91 1 17 10/10/83 Surcharge Area 1 12 16 114.3 91 1 Notes 1) "CompaEtIon Curve No." refers to Table B.- 2) Unless otherwise noted elevations shown are to nearest foot. ----_--------Th "_ TABLE. A-SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-764 and/or ASTM D2922-78, ASTM D3017-78) Approximate Water Dry Degree of est .. .. '' -. Elevation Content Density Compaction Compaction _No. Date of Test- Test Location . (Feet) (%) (pcf) . . (%) Curve No. Remarks 8: 10/11/83- Surcharge Area 1 13. . 15 - 113.4 ' . 90 9 10/11/83 Surcharge Area 1 114 12 112.9 90 1 0 10/11/83 Surcharge Area 1 14 15 112.6 89 1 Test failed, see #21 1 10/11/83--'Surcharge Area 1 114 14 114.14 91 1 Retest of 420 2 10/11/83 Surcharge Area 1 16 15 115.1 91 1 3c 10/11/83 Surcharge Area 1 16 .'.' . 13 115.5 92 1 S 4. . 10/12/83 ' Surcharge Area 2 :' ' 10 17 112.8 90 10/12/83 . Surcharge Area 2 - 11 •- - 20 .. 109.5 87 1 Test failed, see #27 6 10/12/83 Surcharge Area 2 . 10 16. 116.11 92 .1 7 10/12/83 Surcharge Area 2 11 16 116.4 92 1 Retest of #25 10/13/83 ' Surcharge Area 2 ' .10 . 18 106.4- 88 Test Accepted 10/13/83 . Surcharge Area 2 , . . 11 15 107.0 . 89 6 Test Accepted 30 . 10/13/83. Surcharge Area 2 ' 12 15 . 108.1 . . 90 . 6 31 .10/1.3/83 Surcharge. Area ,2 131 ' 19 104.8 -. 87 6 - Test failed, see #514 32 10/13/83 Surcharge Area 2 15 17 112.1 93 6 33 10/13/83 Surcharge Area 2 - 13 19 102.9 85 6 Test failed, see #314 34 10/13/83 Surcharge Area 2 13 15 113.8 90 1 Retest of #33 Notes: 1) '"Compaction Curve' No.". refers to Table B. 2) Unless otherwise noted elevations shown are to nearest .foot. - 239-6C 4. * -.- 3 TABLE A -'SUMMARY OF FIELD DENSITY TEST RESULTS (ASTMD1556-61l and/or ASTM D2922-78, ASTM D3017-78) Approximate Water Dry Degree of Test : -. Elevation Content Density Compaction Compaction No. Date of-.Test- Test Location: (Feet) - _(%) .(pcf) (%) Curve No. Remarks 35 '10/14183 Surcharge Area I. 11 16 111.8 92 3 36 10/14/83 Surcharge Area 2 11 .. 20 109.8 91 3 10/14/83 Surcharge Area 2 11 18 '102.7'85 6 Test Accepted 10/17/83 Surcharge Area 2 10 15 106.9 89 : 6 Test Accepted 10/17/83,,.Surcharge Area 2 11 14 106.2 88 6 Test Accepted 40 10/17/83 Surcharge Area .2' 13 15 115.2 96 6 41 10/18/83 Surcharge Area 3 9 22 103.1 7 90 8 42 10/18/83 Surcharge Area 3 11 19 104.1 91 8- 43. 10/18/83 Surcharge Area 3 13 17 109.7 91 7 44 10/18/83 Surcharge Area 3 13 19 106.1 88 7 Test failed, see #71 45 10/18/83 Surcharge.Area .3 14 17 110.1 91 7 46 -. 10/18/83 Surcharge Area 3 14''20 - 106.7 88 . 7 Test failed,. see #51 47 10/19/83 Surcharge Area 3 10 16 109.5 91 6 48 10/19/83 Surcharge Area 3 11 12 107.9 90 6 49 10/19/83 Surcharge Area 3 12 18 109.2 90 7 50 10/19/83 Surcharge Area 3 14 13 116:4 92 1 Retest of #46 51 10/19/83 Surcharge Area 3 13 17 110.9 -92 7 Notes 1) "Compaction Curve No." refers to Table B. 2) Unless otherwise noted elevations shown are to nearest foot. TABLE A.-.SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or, ASTM D2922-78; ASTM D3017-78 Approximate Water Dry Degree of Test .. Elevation Content Density Compaction Compaction No. Date of Test Test Location (Feet) (%) (pcf) (%) Curve No. Remarks 52 10/20/83 Surcharge Area 2 12 20 108.8 90 6 53 10/20/83 Surcharge Area 2 13 16 113.7 94 6 54 10/20/83 Surcharge Area 2 12 . 19' 107.9 90 6 Retest of #31 55 10/20/83 Surcharge Area 2 . 13 17 111.2 92 6 56 10/20/83 Surcharge Area 3 . 12 19 102.6 .. 90 . 8 . S 57 . 10/20/83 Surcharge Area 3 . .9 16 111.8 93. ,.. 6 58 10/20/83 Surcharge Area 2 15 16 111.6 :92 7 59 10/21/83 Surcharge Area 2 17 (FSG) 15 114.9. 91 1 60 . 10/21/83 Surcharge Area 2 17 (FSG) 14 113.8 90 1 61 10/21/83 Surcharge Area 2 17 ('FSG). 13 116.7 93 1 62 10/21/83 Surcharge Area 2 16 19 108.9 90 7 :63 10/21/83 Surcharge Area 3 12 14 114.3, 91 1 614 . 10/25/83 . Surcharge Area 3 .. 14 - .- 15 113.9 90 1 65 10/26/83 . Surcharge Area 1 - 17 (FSG) 14 114.2 95 - - 6 66 10/26/83 Surcharge Area 1 - 17 (FSG) 14 115.4 96 6 67 10/26/83 Surcharge Area 1 - . 17 (FSG) 13 . 116.3 97. - 6 68 10/27/83 Surcharge Area 3 - 16 17 . 109.1 90 7 Notes: 1) "Compaction Curve No." refers to Table 134, . Unless otherwise noted elevations shown are to nearest foot. . . . "FSG" denotes flnlsh subgrade elevation. . . 5-:-- TABLE A SUMMARY OF FIELD DENSITY TEST RESULTS (ASTM D1556-64 and/or ASTM D2922-78, ASTM D3017-78 - Approximate Water Dry Degree of Test Elevation Content Density Compaction Compaction ' No. Date of Test Test Location •, (Feet) (%) (pcf) .. (%) Curve No'. Remarks 69 10/27/83 Surcharge Area 3 16 19' 106.5 88 7 Test failed, see #72 70 . 10/27/83 Surcharge Area 3 15 13 113.7 94 - 7 71 10/27/83' Surcharge Area 3 13 19 109.9 91 . . 7 .. . Retest of #4 72 10/28/83 Surcharge Area 3 ' 16 . 17 111.6 92 ' 7 Retest of #69 73 10/28/83 Surcharge Area 3 . . 17 13 110.3 ' 91 . . 7 74 ' , 10/28/83 Surcharge Area 3 . ' 18. , 14 111.0 ' 92 7 ' 75 . . '.10/28/83' ' Surcharge Area '3 ' 19.(FSG)' 16 . ' 1.13.2 ' 94 . . 7 . . . . 76 10/28/83 ,.Surcharge Area 3 . 19 ('FSG) 19'. . 109.9 , 91 7 , 77 10/28/83 Surcharge Area 3 19 (FSG) 18 106.9 ' 88 7 . Test failed, see #78 78 . 11/02/83 Surcharge Area 3 ' " 19 (FSG) 17 108.6 90 , 7 . Retest of #77 79 . 11/02/83 Surcharge Area 3 19 (FSG) 16 113.6 ' 914 ' 7 Notes: 1) "Compaction Curve No. refers to Table B. . . . . Unless otherwise noted elevations shown are to nearest foot. "FSG" denotes finish subgrade elevation. 239-6C TABLE LABORATORY COMPACTION TEST RESULTS (ASTM D1557-78) j . Compaction Maximum optimum, Test Description Source of DryDensity Water Content (Curve) No. ; of Material Material (pcf) (%) 1 CLAYEY SAND (SC), On-site 126.0 10.0 light yellowish brown 2 CLAYEY SAND (SC), On-site 127.5 9.5 gray 3 SILTY SAND (SM), On-site 121.3 8.6 grayish brown 4 CLAYEY SILT-CLAYEY On-site 124.7 10.5 SAND (ML-SC), gray 4 5 SANDY CLAY-CLAYEY On-site 123.5 10.7 SAND (CL-SC), gray- grayish brown 6 CLAYEY SAND (SC), On-site 120.4 12.7 ' gray 7 SILTY SAND (SM), On-site 121.0 12.4 yellowish brown 8 SILTY-SANDY CLAY On-site 1111.0 15.5 4 1 (CL), gray r 4 I. 239-6C k: TABLE RESULTS OF EXPANSION TESTS Water Content Water Content Before After Surcharge. Saturation . Saturation Pressure Swell Sample No. Pad Elevation (%) (%) •. (psf) .1. - 2 17 (FSG) 14 21 144 . 1.9 2 2 17 (FSG) 14 21 144 1.2 3 2 17 (FSG) 13 18 144 3.1 4 3 19 (FSG) 16 17 144 1.0 5 3 19 (FSG) 14 17 144 2.9 • . 4 .. ; .' ... 4 . -. .. I -. •. * - --,•- 0 . . . . - -. • ..- : • • . ,- - - -. • . . * 4 • . • 4. • - . . . . . •. t .4 •. fT/ 0/6 Z/70V fr' •) Cot \ Jif f rpEE - FAA - - ------ - -i-- - IV Aga :/-i----=:= - A - ---,---- - - age' Ci re 5P ro ra 70 i\eff,I ..•,i 13 2 • h1 i - ,, . : W ;e'y MIS :- 23. I - Me Ir8L4L aVY / A .16 1 fl A '- ' I - - - : fflL/JdVTLJiS - - -' -: M5rnra-DML. Inv, PAC- , h7' Approximate Scale (Feet) LEGEND - 0 50 100 200 - I 18 • Indicates approximate location of field density test. SITE PLAN - ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA - Consulting Soil Foundation & Geological Eng.nees ar $ a • California PROJECT NO. DATE Base: A surcharge plan by George S. Nolte & Associates, Sheet 1 of 2, dated 9/7/83. Figure - 239-6C November 1983 _______________ -.-.--.-..---------- -- - ___~_ - ------------------.--------- - --------------- :Z Y ___ __ >cki \t 360 -t ____ f,, f'D \ '- -- ,..62. - B A r / 54 TIC Lae 01-4 060 du 2 it At 01. NSur44harge 3\, 47 A- 49* 7,3•&,51*.. V 41* 46' <- . V . • \0 43 Is. '$?/ f CL5' 22 • 7 - — .- V 1• E4ATh ' dr ' 57 h'' 14'717 ' " ".' " . L /4ç 6Tjt \ \O ia •76?./ c/ I \.,.1(\,6104 7O 5 /• '.4 4 • m. - TL 64* 74 'O - - - • \" i'7_ U - c o thY A Dproximate 0 50 100 0 Mo VV :V LEGEND V •. _.-•-. .... .. . ..•. 1 • Indicates approximate location 4 -c' of field density test. V SITE PLAN ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Carlsbad, California Consulting Soil,Foundhon & Geological Engsnee's PFOJECT NO. DATE Base: A surcharge plan by George S. Nolte & Associates. Sheet 2 of 2 dated qI7IR'. V V - . - - V____ V V -.. ..-.-.. riyure 239-6CNovember_1983J H' C .0 ROBERT PRATER ASSOCIATES Robert R P,oie,, C.f 1942.1980 Consulting Sot, Foundolson £ Geological Engineers . Wm David Hespelei. C F February 24, 1986 RECEIVED 239-61), 7025 FE826 1986. S.G.P.A. Hughes Investments 2 Corporate Plaza, Suite 250 Newport Beach, California 92660 Attention: Mr. Tom Purcell Re: Update Report North County Plaza Carlsbad Tract 85-2 Carlsbad, California Gentlemen: In accordance with your re site describing our prevlou general description of work complete the site grading. PrS!tIy. proposed -,develop and fInishfioor'elevatlons No and 'Associates 'dated luest we have prepared this update report for the work at the site, existing site conditions, and a remaining from a geotechnical standpoint to Our evaluation and conclusions, are based on the . nent of one and two-story bulldlnqs.,at the locations . '-'.' -• ,• .- ... hown on the aradlngplanspreparedby.George S. ..... ... . We originally performed a preliminary geotechnical investigation for the entire North County Plaza site the results of which were presented in our report dated In that report we addressed the general site conditions and provided preliminary recommendations for earthwork and foundations. In general, we concluded that with the exception of two areas Identified adjacent to Marron Road and Jefferson Street, the site should be suitable for the support of one and two-story buildings, with finish floor elevations not exceeding +19, on conventional footing foundations bearing on recompacted fill mats. The areas noted along Marron Road and Jefferson Street (present Building Pads P, Q, R, S, and T) would require surcharging (pre-loading) in addition to recompaction of fill mats. During the period of through berI '-s!7-o3 we provided earth- work observation and testing services for an initi1 phai'örsite grading. The purpose of this grading was to Install some drainage facilities and prepare the site to receive imported fill material from. the Buena Vista Lagoon. The results of our work were presented in a report dated 50 Ori9V Subse- quent to this grading the site was covered with material from the lagoon in mid 1983. The lagoon material was end-dumped and leveled off with an average thickness of about 3 feet., 10505 Roselle Street, Son Diego, CalifOe'nio 92121 . 619) 453.5605 February 24, 1986 239-61), 7025 Page 2 _performed a foundation Investigation for the building sites now designated P ough T, the results of which were presented In our report titled "Foundation 'estigatlon, North County Plaza, Buildings 1 through 5, Carlsbad, California," l l :ed These are the building sites which were within the as designated as requiring surcharging In our original 1982 report. In this ort we provided detailed recommendations for earthwork (Including surcharging) i foundations for these building sites. ring the period of October 3 through November 8, 1983, we provided earthwork. ;ervation and testing services _in connection with the removal and recompac- of fill mats and surcharging for the building pads now designated P ough T. The results of this work were presented In our report dated iember 28, 1983. Settlement monuments were Installed on the pads during this -k and monitored until late 1985. ring and _ we provided earthwork observation and testing vices1 -connection WITht)ié removal of the surcharge fill on the building I currently designated "P" and placing about 1/2 foot of non-expansive ipacted fill soil to bring the pad to about elevation +18.5. The surcharge Is were placed In future pavement areas and not compacted at that time due their wet condition. As indicated In our report dated , it ur opinion that this pad is now suitabl for çonstruction ó théjiioj5osed Iding. of this date the following work remains I o be completed at the site prior to construction of buildings, pavements, au ,d other improvements as presently nned. Detailed recommendations for the remaining work were presented in our ru 30, 1982, report and remain applicable to the site development. Wing Pads 0 through T novel of the surcharge fills and the placement of 1/2 to 1 foot of compacted, i-expansive, fill soil to attain the finish pad subgrade. Iding Pads A through H and J through N noval of the Import fill soil from the Buena Vista Lagoon and the removal and ompaction of the underlying older fill. This work will probably require ing of some of the older existing fill in non-building areas to bring the Iding pads to the planned subgrade elevations. The imported soil from the on should only be re-used in non-building areas. The building finish floor iations in these areas which exceed the originally recommended elevation of , were approved by us from a foundation standpoint because of past loading tory in the various areas. Non-Building Areas Imported fill soil from Buena Vista Lagoon has not been compacted to the ommended 90 percent as of this date. All of these materials should be dryed water content that will allow compaction and removed and recompacted in non-building areas. 0 ( 1 February 24, 1986 0 239-6D. 7025 Page 3 For the project completed in accordance with our recommendations, we estimate that total settlements In any of the building areas will not exceed about 4 Inches over a period of about 20 years. Of this amount we estimate that 1-1/2 Inches will occur, throughout theentire site independent of loading conditions (including non-building areas). Although this amount of settlement Is rela- tively large formost sites, it is not unusual for similar sites with deep deposits of compressible clay. The threshold for architectural damage.for the types of construction proposed are generally considered to be about 1/4-inch of post-construction differential settlement in 20 feet horizontally. This corresponds to an angular distortion of 0.001 radians. in our opinion, 'the anticipated angular distortion should be les than this amount. Our services consist of professional opinions and recommendations made In 'accordance with generally accepted geotechnicat engineering principles and practices. This warranty is In lieu of all other warranties either' express or Implied. If you have any questions, please call. Very truly yours, ROBERT PRATER ASSOCIATES 42. Wm. D. Hespeler, RCE No. 26.222 WDHis Copies Addressee (2) SGPA Planning 6 Architecture, .Attn: Mr. Geoff Reeslund '(2) 'George S. Nolte & Associates, Attn: Mr. Jim Hettinger. (3) w/enclosures Union Bank, Real Estate Appraisal Dept., Attn: Mr. John Atwell (1) 'w/enclosures OH ,, .. . r. - 0 ;0 " ' H '- 0 •' - 0 0 0 'I 'V V 'RECE,v IED NOV -15 1964, 0 S.GPA ROBERT PRATER ASSOCIATES Robert R. ,Prater, C.E. 1942-1980 Consulting Soil Foundation & Geological Engineers Wm David Hespeler, C E - I - -V •V 'V • November 140',-1984 239-6, 6128 VVV Hughes Investments .• do SGPA Planning & Architecture - P. 0. Box 33326 V San Diego, California 92103 Attention Mr. Geoff Reeslund Re:.,North County. Plaza Gentlemen: V It Is our understanding that a large single-story building is now planned for ."the eastern part of the site south of Buena vista Creek where previously four Individual buildings were planned. It is our opinion that this area is suit- able for the proposed construction provided the conclusions and recommendations V• V.; presented in our geotechnical investigation report dated April 30, 1982 are adhered to. V Our services consist of professional opinions and recommendations made in V ,• accordance with generally V accepted geotechnical engineering principles and practices. This warranty is in lieu of. all other warranties either express or Implied. If you have any questions, please call. ' Very truly yours, ROBERT PRATER ASSOCIATES Wm D. Hesp er, RCE No 26,222 V •V WDH:ls VV V - * V V V V V V -•:- • Copies Addressee (4) V • V I. V , V' •' V ,. V 10505 Roselle Street Son Diego California 92121 (6I9) 453-5605 I I , ROBERT PRATER ASSOCIATES Robert R. Prater, C.E. 1942.1980 Consulting Soil, Foundation & Geological Engineers Wm. David l-lespeler, C.E. I - Yt15616;983 RECEIVED Aub 11 1983 Hughes Investments " P. 2 Corporate Plaza, Suite 250 ' Newport Beach, California 92660 •: ' Attention Mr. Tom Purcell ' Re Foundation Investigation North County Plaza Buildings 1 Through 5 • • ' Carlsbad, California Gentlemen In accordance with your request we have performed a foundation' investigation for the subject buildings. The accompanying report presents the results of our field investigation, laboratory tests, and engineering analysis. The soil and ' foundation conditions are discussed and recommendations for the soil and foundation engineering aspects of the building construction are presented. ' If you have any questions concerning our findings, please call Very truly yours, I ROBERT PRATER ASSOCIATES ' 17 Wm. D Hespel r, RCE No 26,222 ' WDH Hs Copies: Addressee (6) SGPA Planning & Architecture, Attn: Mr. Geoff Reeslund (1) George S. Nolte & Associates, Attn: Mr. Stu Peace (1) . U 10505 Roselle Street San Diego California 92121 (619) 453-560.5 TABLE OF CONTENTS • Page No. U Letter of Transmittal - Title Page : • Table of Contents INTRODUCTION i SITE CONDITIONS A. Surface 1 B. Subsurface 1 C. Groundwater 2 - CONCLUSIONS AND RECOMMENDATIONS --. 2 Earthwork 2 Surcharging 3 C. Construction Observation I 4 D. Foundations • . 4 1. Footings • 4 • Slabs-On-Grade -- •• 5 S. • Lateral Loads • 5 ! Figure 1 - Site Plan . • APPENDIX A - FIELD INVESTIGATION . A-i Figure A-i - .Key to Exploratory Boring Logs Exploratory Boring Logs 9 through 14 APPENDIX B - LABORATORY TESTING . B-i Figures B-i and B-2 - Consolidation Test Data I • 1.....:. ••• S ..---. I . .: I .:'.- -.-•• I I I FOUNDATION INVESTIGATION FOR NORTH COUNTY PLAZA BUILDINGS 1 THROUGH 5 CARLSBAD, CALIFORNIA INTRODUCTION In accordance with your request we have performed a foundation investigation for Buildings 1 through 5 to be constructed on the North County Plaza shopping center site. We previously performed a preliminary geotechnical investigation for the shopping center site the results of which were presented in our report titled' "Preliminary Geotechnical Investigation, North County Plaza, Carlsbad- Oceanside, California," dated April 30, 1982. In addition, we have performed earthwork observation and testing services in connection with some recent grading and trench backfilling operations at the site, the results of which were presented In our letter dated November 300 1982. The purpose of our foundation investigation was to provide, more detailed information on the subsurface conditions in the proposed building locations. It is our di derstanrigihat the proposed buildings will be single-story struc- tures We anticipate that building loads will be jtypical for this type of light construction and that combined dead plus live 150 kips. Buildings I.thrrzb..J will have a column loads will not exceed finish flo ele uilding 5 will have a finish floor elevation of 19. n general the length of the uu ings will not exceed 130 ft. The data ined and the analyses performed wire for the purpose of providing design and construction criteria for site earthwork, building foundations, and slab- on-grade floors. 2 v 'o .4 is 'eu I c 1TI~ c SITE CONDITIONS 5beCAi&L 1 Jti A ?,errwjF 17- I• C.EZi' Surface The subject shopping center site consists of approximately 24 acres located both north and south of the Buena Vista Creek,' southeast of the intersection of State Highway 78 and Marron Road. The proposed Buildings '1 through 5 will be located south of Buena Vista Creek adjacent to Marron Road. Material excavated from Buena Vista Lagoon is currently being stockpiled on the site. Subsurface A subsurface investigation was performed using a truck-mounted, continuous- flight auger to investigate and sample the subsurface soils. Six exploratory I 239-68 Page 2 borings were drilled between the period of May 23 and June 6, 1983, to a jnijjdepth of 135-1/2 feet-at the approximate locations shown on the Site Plan, Figure 1. Logs of the borings and details regarding the field investiga- tion are presented In Appendix A. Details of the laboratory testing and the laboratory test results are presented in Appendix B. The §Ubsurface soils encountered in the borings consisted,: in genera', of :about 10 to 14-1L7_JeeLQfcomppctd_fill underlain in tijrr ht, cpmrrggjhpqjItv medium dense silty and clayeyiids, and formational sandstones and clay- stones to the depths explored. An u er comoressibte silty clay layer..was encountered immediately Delow the4flJsoils to depths ranging from 14 to 31 feet. The upper compressible clays were underlain, in general, by medium dense silty sand. A second compressible silty clay layer was encountered between depths of 33 and 66 feet. This compressible clay layer was generally underlain by medium dense to dense clayey and silty sands to depths of 63 to 134 feet where very dense formational sandstone and hard formational mudstone were encountered. The boring logs and related information depict subsurface conditions only at the specific locations shown on the site plan and on the particular dates designated on the logs. Subsurface conditions at other locations may differ from conditions occurring at these boring locations. Also, the passage of time may result in changes in the subsurface conditions due to environmental changes. U C. Groundwater free groundwater_was enr1)unteed injLthe exploratory borings at the time of drilling Th.e ab çp-th was not tabIished In the borings. However, In ,eneral the gJnh1i tr_Jevej, was encountered between elevations .tL ç! +6. It must be noted that fluctuations in the level of groundwater may U occur due to variations in ground surface topography, subsurface stratifica- tion, rainfall, and other possible factors which may not have been evident at the time of our field investigation. - : CONCLUSIONS AND RECOMMENDATIONS U From a soil and foundation engineering standpoint, it is our opinion that the proposed building locations are suitable for construction of the proposed structures provided the conclusions and recommendations presented in this report are incorporated into the design and construction 9 the project. The primary features of concern at the building locations are (iJ the reported marginal compaction of some of the previously placed compacted fill, and the presence of underlying deep deposits of compressible lagoon sediments which are I subject to relatively large long term settlements due to increased fill and/or building loads. A. Earthwork Due_tQt.I1_reported marginal compaction of snme of-the previously_pg1. fill , it will be necessary to suport the ui dings on mats of properly recompacted U V170 The recompacted fill mat Bfleath bUildings stiouid extend down to approx- imately elevation.IU The prism of recompacted struct01 ural fill beneath p U 239-613- Page3 buildings Abalaw extend a minimum 21 10 feet bevnrtr4 thg nerlmeteJ1mItQfhe U Jij lei 1'g at the base of the required excavations. All structural fill should be compacted to a minimum degree of compaction of 90 percent based upon ASTM Test Designation D 1557-78. U Because of the anticipated Wpderate exnancinrt a*fI ,g[ihe mar . claye soils_cjirrntIv being olaced on the site, we recommend that building floor _-f slabs be su000rted on a 12-inch minimum thickness of non-exoansive on-site U -I - i-ne suitability of soils for use beneath floor slabs shouid be deter- mined by our representative in the field at the time of construction. U B. Surcharging With regard to the compressible lagoon deposits underlying the existing fills, U the j1Jldiig C11 %*III cubject ta Irg rP11lPmPnt§ resulting from consoli- dation of the compressible soils under the weight of the proposed additional fill and building loads. We estimate that the ground surface in the proposed U building areas would undergo approximately fjve In cpven inches of additinnL Ukment over ape~iodf evarl In order to assure that proposed buildings will not beect to damage due to excessive settlements, It will be necessary to preload the building sites with surcharge fill prior to U constructing the buildings. Surcharging (preloading) techniques require that several feet of fill (in addition to that required to raise the site grade to the desired level) be placed over the areas to be occupied by buildings. The U additional fill weight consolidates the underlying compressible deposits for a period of time such that a major portion of the anticipated ultimate settle- ments occur prior to construction. The required thickness of surcharge fill is U dependent upon the anticipated building loads and floor elevations, the thick- ness of the compressible layers, and the time available.-to complete the surcharge program. U ,nllnwinn the coustrurto-Q..of recpmpacted fill mat and4plawiaLand. ccapaction of fill-to t e finish s.ubatde elevalion plus six1in_ç, the• surcharge fills may then be placed on-proposed -building sites. Slopes of the U temporary surcharge fills should not be steeper than 1-1/2 horizontal to 1 vertical. The tops of ciirrhrp fill slopes shnu cit1IatecLat least i2. f.met outsJb.e- perimte er_tLuüt_pf The recommended surcharge thicknesses for each building for six-month and nine-month surcharge programs are presented in the following table. Surcharge Surcharge Period Building Thickness (Months) Site (Feet) 46 1,2,3, & 4 6 ZiIIIJ71T 4-1/2 :' These surcharge depths assume that the compacted structural fill in building areas is placed to a level at least 6 inches higher than the desired finished U . 239-6B I Page 4 building pad grades. The surcharge depth recommendations are based on a compression index of 0.16 which is based on laboratory consolidation test data and field settlement data from previous filling operations. The surcharge period estimates are based on settlement rates observed for Settlement Markers 13 and 14 (adjacent to Borings 12 and 13, respectively) which were installed in October 1077 I To ensure that settlements are occurring at the rates estimated, it is essential that settlement measuring devices such as settLement plates installed onthrecompacted fill-7M ndiinitored on a ,9ular hacLc. These 'devices should be Installed under the direction of our representative prior to I placement of the surcharge fill and should be read once immediately after installation and once a month thereafter until the necessary settlement has been achieved. .Surcharge fills need not be compacted hut chouLd-he plared in a manner nrnyiriga density of at least 110 pounds per cubic foot. 1 4.1 C. Construction Observation Variations in soil conditions are pa&%Lble and may be encountered during construction. In order to permit correlation between the preliminary soil data and the actual soil conditions encountered during construction and so as to assure conformance with the plans and specifications as originally contem- plated, it is essential that we be retained to perform on-site review during the course of construction. All earthwork and installation and monitoring of settlement measuring devices should be performed under the observation of our representative to assure proper site preparation, selection of satisfactory fill materials, as well as placement and compaction of the fills. Sufficient notification prior to earth- work operations is essential to make certain that the work will be properly observed. g D. Foundations 1. Footings We recommend that the proposed buildings be supported on cnvential, indivi dual-spread and/nr rnntinuous footing founditirn hrinri_r weTEompacted - 1iII -materjJ at the completion of the surcharging programs. Column-loads Should not exceed 150 kips. All footings should be foundri t least 18 inches below the lowest adjacent finis Footings located adjacent to the tops or-Trupws-snould be extended sutticiently deep so as to provide at least 8 ul nortzontal cover or 1-1/2 times the width t footing, whichever is reater, Lndwt!Wffie slope lace na-outs[ edJ e footing at the footing bearing level. Footings located adjacent to utility trenches should have their bearing surfaces situated below an imaginary 1-1/2 to 1 plane projected upward from the bottom edge of the adjacent utility trench. At the recommended depths footings may be designed for allowable bearing pressures of 2.000 pounds per square foot ipcf) for combined dead and live loads and 2,10-0 psf for all loads, including wind or seismic. The footings U 239-6B S Page 5 should, however, have a minimum width of 12 inches. All continuous footings should contain top and b1tom reIntorcement .to pro'TIe stralTTTTr'" md to permit spanning of local Irregularities. In order to assure that footings are founded on soils of sufficient load bearing capacity, it is essen- tial that our representative inspect the fóoUng excavations prior to the placement of reinforcing steel or concrete.: Differential settlements within buildings constructed after surcharging in accordance with the previous recommendations are expected to be within toler- able limits for the type of buildings presently proposed. 2. Slabs-On-Grade . Concrete slabs-on-grade may be supported directly on the recommended layer of I non-expansive compacted fill soil. Slab reinforcing should be provided in accordance with the anticipated use of and loading on the slab. As 'a minimum, however, we imend-f-ht the 21abs be reinforced.ith.-.&x WJjxW1.4_welded , wire fabric to minimize hairline cracking of the slabs due to concrete - shrinkage. In areas where moisture-sensitive floor coverings are to be utilized and in other areas where floor dampness would be undesirable, we recommend that consideration be given to providing anI.nipermeab Lane beneath the slabs. The membrane should be covered with inches of sandto p urinj- construction. • The sand should be 1ighT13' moistened just prior to placing the concrete. .• : 3. Lateral Loads . . Lateral load resistance for buildings supported on footing foundations may be developed in friction between the foundation bottoms and the supporting subgrade. An allowable friction coefficient of 0.35 is considered applicable. An additional allowable passive pressure equal to an equivalent fluid weight of 300 pounds per. cubic foot acting against the foundations may be used in design I provided the footings are poured neat against the adjacent undisturbed compacted fill materials. . S • S • I I S I I gb.. -. ' .- '\\"h\\\\\\\' ________ • r J - .• = ... ________________ \ \\' VTA \ -. •:-- 1:7' •. ..•.' /f 7.. / / \\ CEJ' •.\ '''/:'.j .•. . / \\ •. ... . .; '. .. I \\\.\\\Y\V\\\\V,,. 5' '-5- .. ., I / A. E1343 / . ... .- . . •" I.. -. B 1 L.j E 9• E -.,1 ... '..' 6 • Approximate Scale (Feet) I . • .• ____- - .. . I I 0 100 200 400 LEGEND EB-9 .4$- Indicates approximate location of exploratory boring. The,borings are numbered consecutively from, our preliminary geotechnical investigation report dated April 30, 1982. Base: A plan titled "North County Plaza," latest revision dated December 15, 1982, prepared by SGPA Planning and Architecture. SITE PLAN ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil. Foundation & Geological Engines Carlsbad-Oceanside, California PROJECT NO. 'DATE 239-613 August 1983 Figure 1 A-i APPENDIX A FIELD INVESTIGATION The field Investigation consisted of a surface reconnaissance and a subsurface exploration program using a truck-mounted, continuous-flight auger. Six exploratory borings were drilled during the period of May 23 to June 6, 1983, at the approximate locations shown on the Site Plan, Figure 1. The soils encountered in the borings were econtinuously logged in the field by our repre- sentative and described in accordance with the Unified Soil Classification System (ASTM D. 2487). Logs of the borings as well as a key for soil classifi- cation are included as part of this appendix. The boring locations shown on the site plan were estimated from topographic features depicted on a plan titled. "Grading Study" prepared by George S. Nolte and Associates, dated May 9, 1983. Representative samples were obtained from the exploratory borings at selected depths appropriate to the Investigation. All samples were returned to our laboratory for evaluation and testing. Standard penetration resistance blow counts were obtained by driving a 2-inch O.D. split spoon sampler with a 1140-pound hammer dropping through a 30-inch free fall'. The sampler was driven amaximum of 18 inches and the number of blows recorded for each 6-Inch interval. The blows per foot recorded on the boring logs represent the accumu- lated number of blows that were required to drive the last 12 inches or portion thereof. Samples contained in liners were recovered by driving a 2.5-inch I.D. California sampler 18 inches into the soil using a 1110-poünd hammer. Boring log notations for the standard split spoon, California sampler, and Shelby tubes as well as for jar samples taken from auger cuttings are indicated below. .' ' • ' Standard Split Spoon. Sampler California Sampler "x" indicates a jar sample taken from auger cuttings. III Shelby Tube "I The boring logs' show our Interpretation of the subsurface conditions on the dates and at the locations Indicated, and it is not warranted that they are representative of subsurface conditions at other locations and times. PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS SYMBOL GRAVELS CLEAN cw Well graded gravels, gravel-sand mixtures, little or no GRAVELS fines. GP Poorly graded gravels or gravel-sand mixtures, little or U) MORE THAN HALF (LESS THAN _I o W 0 5% FINES) OF COARSE no fines. o FRACTION IS GRAVEL GM Silty gravels, gravel-sand-silt mixtures, non-plastic fines. uj L4 U• Z oz LARGER THAN WITH - in . _______ NO. 4 SIEVE FINES GC Clayey gravels, gravel-sand-clay mixtures. plastic fines. 4 -ii Lu SANDS CLEAN SW Well graded sands, gravelly sands, little or no fines. cc SANDS cn W Cr 0 MORE THAN HALF ' (LESS THAN 5% FINES) SR Poorly graded sands or gravelly sands, little or no fines. ____________ 4 OF COARSE SANDS SM Silty sands, sand-silt mixtures, non-plastic fines. - FRACTION IS SMALLER THAN WITH NO. 4 SIEVE FINES SC Clayey sands, sand-clay mixtures, plastic fines. Uj t4 SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey. silts with slight plasticity. LL C 0 ..aw > LIQUID LIMIT IS CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. U) w 4 4 U) in LESS THAN 50% 01 Organic silts and organic silty clays of low plasticity. z z° SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine sandy or 4 0 . silty soils, elastic silts. (D W CC 2 LIQUID LIMIT IS CH Inorganic clays of high plasticity. fat clays. w x GREATER THAN 50% OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. DEFINITION OF TERMS U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/411 3" 12 SILTS AND CLAYS SAND GRAVEL COBBLES BOULDERSFINE I MEDIUM COARSE FINE _7 COARSE GRAIN SIZES SANDS.GRAVELS AND NON-PLASTIC SILTS BLOWS/FOOT VERY LOOSE 0 - 4 LOOSE 4 -10 MEDIUM DENSE 10 -30 DENSE 30 - 50 VERY DENSE OVER50 CLAYS AND PLASTIC SILTS STRENGTH* BLOWS/FOOT t VERY SOFT 0 - 1/4 0 - 2 SOFT 1/4-1/2 2-4 FIRM V2-1 , 4-8 STIFF 1-2 8-16 VERY STIFF 2 - 4 16 -32 HARD OVER 4 OVER 32 RELATIVE DENSITY CONSISTENCY Number. of blows of 140 pound hammer failing 30 inches to drive a 2 inch O.D. (1-3/8 inch 1.0.) split spoon (ASTM 0-1586). 41k,confined compresslve strength in tons/sq. ft. as determined by laboratory testing or approximated by the standard penetration test (ASTM D-1586), pocket; penetrometer, torvane, or visual observation. KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System (ASTM D-2487) ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting SoI, Foundation & Geological Engineers Carlsbad-Oceanside, California PROJECT NO. DATE Figure 239-613 August 1983 DRIL.LRIG Continuous , Flight Auger SURFACE ELEVATION 15 (approx.) LOGGED BY LTJ DEpTHTOc3ROuNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 5/23/83 DESCRIPTION AND CLASSIFICATION ' CC z w _ OQr. Ui z DEPTH I—LI. DESCRIPTION AND REMARKS COLORSOL CONSIST. jj (FEET) p z YPE cc SANDY CLAY (fill) - dark stiff CL gy -2-x CLAYEY SAND (fill) , gray- medium SC gray- dense ish - brown 6 - FILLt - CLAYEY SAND ' dark loose SC gray 12 - 5 46 SILTY CLAY dark soft- CH gray firm 14- - 16 - 2" sandy lens at 191 feet - 4 I 45 —20 22 24 Some sandy clay - : 26 : - - II 134.0 SILTY SAND gray -- medium SM dense - 28 - -3°-33 32 - F1 25 E 36 34 SILTY CLAY dark firm (Continued) dray CH Note: The stratification lines rei-esent the approximate boundary between material types and the transition may - 40 - 6 48 be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil. Foundation & Geological Engineers Carl sbad -Oceanside, California PROJECT NO. DATE BORING NO 9 (pg 1) 239-6B August 1983 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 15 (approx.) LOGGEDBY LTJ DEPTH TOGROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 5/23/83 DESCRIPTiON AND CLASSIFICATION DEPTH (FEET) pI- Fn W W cc isi ,-. wZuu 1w co LL W(flQ Uj DESCRIPTION AND REMARKS B 2 COLOR CONSIST. SOIL • YPE SILTY CLAY - dark firm CH gray -42- 44 T :46_iL 112.6 - 48 - -50-I 6 53 -52- .54- - 56 - - 12150 SILTY SAND gray medium dense SM 58 - -60-11 26 -62- g 34 I nterbedded SILTY CLAY and CLAYEY and SILTY SANDS - gray and firm/ loose- CL/ SC/ dark medium SM - - gray dense : 66 : 68 : SILTY SAND gray medium SM dense _70- 72 - -74 - -76- (Continued) 78 Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. -80 - 29 -j] EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES Consulting Soil. Foundation & Geological Engineers NORTH COUNTY PLAZA Carlsbad-Oceans ide, California PROJECT NO. DATE I BORING NO. 9 (pg. 2) - ' 239-613 August 19831 DRILLRIG Continuous Flight Auger SURFACE ELEVAT1ON15 (approx.) LOGGEDBY LTJ DEPTHTOGROIJNDWATER Not Established BORING DIAMETER 8 Inches ]DATE DRILLED 5 /23/83 DESCRIPTION AND CLASSIFICATION DEPTH (FEET) Ix U) z gj cc IL DESCRIPTION AND REMARKS COLOR CONSISTBOL. jj SILTY SAND - gray medium SM - - dense -82 - -84- 86:1 11 -88- - - Interbedded SILTY CLAY, - dark iFm7 t? CLAYEY, SILTY, and POORLY GRADED SANDS gray : loose SCI SM/ SP —90-1 - - 9 27 -92- - gray stiff/ medium 94 - - 48 T dense- - 96 - dense - - -98 -100-1 - 26 -102- -104- - .123 -106- -108 i 10 31 J -112 - -114- • SM - - - 118 - 20 SILTY SAND (Continóed) gray very Note: The stratification lines represent the approxinate boundary between material types and the transition may be gradual. dense - - 7120— 50 EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES Consul long Soil. Foundoion & Geological Engineers NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. DATE BORING No. 9(pg 3) 239-6B August 1983 DRILL RIG Continuous Flight Auger I SURFACE ELEVATION 151 (approx.) LOGGED BY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches IDATE DRILLED 5/23/83 DESCRIPTION AND CLASSIFICATION DEPTH AND REMARKS YM-DESCRIPTION 5B COLOR CONSIST. SOIL (FEEl) 2 E U)ro <f us U)fE yp CL 8 co SILTY SAND gray dense SM -122- 124. 150 -126- 128 - -130— -132 - 65 SILTY CLAY (formational - green- hard CL - mudstone) ish 134 ir gray - Bottom of Boring = 134 Feet Note: The stratification lines represent the approximate - boundary between material types and the transition may - - be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil. Foundation i Geological Engineers Carlsbad-Oceanside, California PROJECT NO. DATE I BORING NO. 9 (is. 4) 239-613 August 1983 1 DRILLRIG Continuous Flight Auger I SURFACE ELEVATION 16 (approx.) I LOGGED BY LTJ DEPTH To GROUNDWATER Not Establishedi BORING DIAMETER 8 Inches bDATE DRILLED 5/24 /83 DESCRIPTION AND CLASSIFICATION LU (FEET) _DEPTH DESCRIPTION AND REMARKS SYM. BOL COLOR CONSIST. SOIL TYPE co SW gc, CLAYEY SAND (fill) gray- medium SC ish dense brown -2 - -x -4- -6 -x : : SANDY CLAY (fill) - dark stiff ci gray 8 x CLAYEY SAND (fill) - light medium SC brown dense —10 — and - - gray - 12 - X FILLt -14-X - 5 14 54 SILTY CLAY - gray soft- CH -16 - - 18 _20_I 4 53 22 - - 24 - SILTY SAND - gray medium SMT dense - - - - 26 20 -28 16 —30- - - 21 • - 32 - 34 : SILTY CLAY with thin lenses - gray firm CHr of clayey and silty sand 6 • - 36 - (Continued) : 38 27 T Note: The stratification lines represent the approximate - —'-- boundary between material types and the transition may — 40 — 31 be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil. Foundation & Geological Engineers Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 10 (pg. 1) 239-6B I August 1983 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 16 (approx.) L.OGGEDBY LTJ DEPTH TOGROUNDWATER Not Established BORINGDIAMETER 8 Inches DATE DRILLED 5 /24/83 DESCRIPTION AND CLASSIFICATION DEPTH (FEET) 2 z lw~ 12 8 4K a OZ 9 R22 co -- OZ H Z89 DESCRIPTION AND REMARKS BOL COLOR CONSIST. SOIL TYPE SILTY CLAY with thin lenses gray firm CH - - of clayey and silty sand - 42 - Several thin sand lenses from 43 to .44 feet. - - - 44'- 6 52 T 46- - • 48 50 —j- 7 42 52 -54 13 - 56 - T Interbedded SILTY and .. gray medium SM! POORLY GRADED SAND dense dense SP - 8 - • —60- -62- - -64- .66 Ib0 -68- • 72 -714- • - 76 18 (Continued) 78 Note: The stratificationlines represent the approximate boundary between material types and the transition may toe gradual. _80 - EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES Consulting Soil, Foundation & Geological Engineers . NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. DATE BORING _NO. 10(pg.2) 239-6B __August _1983 DRILL RIG Continuous Flight Auger SURFACE ELEVATION. 16 (approx.) LOGGED BY LTJ DEPTH To GROUNDWATER Not Established BORING DIAMETER 8 Inches 1DATE DRILLED 5/25/83 .. - DESCRIPTION AND CLASSIFICATION DEPTH (FEET) 11 zuj Iz cc IJ 8 Lu 0 a ~(Z LW DESCRIPTION AND REMARKS 5B COLOR CONSIST. . YPE Interbedded POORLY GRADED gray medium SP/ - 11 SAND and CLAYEY SAND dense SC 82 - 84 86:1 23 -88 Some interbedded silty clay below 90 feet. —90- - - 14 • -92- 94 20 -98- _100- -T_________ 14 Bottom of Boring = 101k Feet - - 102 Note: The stratification lines represent the approximate - - boundary between material types and the transition may - - be gradual.. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES Consulting Soil. Foundoton & Geologcol Engineers NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 10 (pg. 3) • 239-6B August 1983 - DRILLRiG Continuous Flight Auger SURFACE ELEVATION 17' (approx.) LOGGED BY LHP DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 6 /3/83 DESCRIPTION AND CLASSIFICATION DEPTH s-i- °r wZ u LL ZQ) - DESCRIPTION AND REMARKS S COLOR CONSISTBOL. . SOIL (FEET) < Z02 W to 9 1w YPE z CLAYEY SAND (fill) gray- loose SC ish brown • - 4 C- .6 • -8- - 10 - very - -T 2 loose 12 FILLt 14 - 2 44 SILTY CLAY• gray . -very - j:j T soft 1 6 18- firm 5 54 24 26 28 SILTY SAND - gray medium SM dense 30 - 25 32 34 36 37 dense - (Continued) . - 38 Note: The stratification lines represent the approximate - - boundary between material types and the transition may - 40 - be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES • NORTH COUNTY PLAZA Consulting Soil. Foundation & Geological Engineers Carlsbad-Oceanside, California PROJECT NO DATE I BORING 11 (pg. 1) 239-613 August 1983 1 DRILL RIG Continuous Flight Auger SURFACEELEVATION17 (approx.) LOGGED BY LHP DEPTH TO GROUNDWATER Not Established I BORING DIAMETER 8 Inches DATE DRILLED 6/3/83 DESCRIPTION AND CLASSIFICATION DEPTH SOIL (FEET') F l . 1w Z11 Uj 8 2 DESCRIPTION AND REMARKS SOL COLOR CONSIST. . SILTY .SAND gray mediumSM - 20 Some interbedded clayey sand dense - 42 - and silty clay. - -414. : -46-I 11 48 : SILTY CLAY - gray soft- CH firm 5 38 52 54 44 -56-I 4 -58- 2" lens of sand - 6 49 64 -66 6 51 SILTY SAND - gray • dense - - 68 11 72 -74 - -76 18 (Continued) - 78 - Note: The stratification lines represent the approximate - boundary between material types and the transition may begmudual. —80 - EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES Consuli,ng Soil. Foundoi.on & Geological Engineers NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. DATE : BORING NO. 11 (Pg. 2) 239-613 August 1983 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 17 (approx.) LOGGED By LHP DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches - DATE DRILLED 6 /6/83 - DESCRIPTION AND CLASSIFICATION DEPTH (FEET) . YPE z W HI W cc in.8 - a '109 o w rL w oc 7- - DESCRIPTION AND REMARKS . SOL COLOR CONSIST. SILTY SAND. gray medium dense SM - - -82 - .m -84- lens of silty clay . - - - 86-J_ 1 0 31 T -88- 15 94 96 22 -98 - 19 -102- -104- Some interbedded silty clay and clayey silt between 105 :-106: 25 T and 116 feet. - - -108 - -110— .1[14 32 112 - -114- 116-11 11 118- Note: The stratification lines represent the approximate - - boundary between material types and the transition may be gradual. —120— EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES Consulting Soil. Foundation Geological Enineeri NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 11 (pg. 3) 239-6B August 1983 DRILLRIG Continuous Flight Auger I SURFACE ELEVATION 17 (approx.) LOGGEDBY LHP DEPTH TOGROUNDWATER Not Established BORINGDIAMETER 8 Inches DATE DRILLED 6/6/83 AND CLASSIFICATION W DESCRIPTION DEPTH IL (FEET) '° -4 zw1 z z iwo U) Lu DESCRIPTION AND REMARKS BOL COLOR CONSIST. <SYM- SOIL TYPE TLTY SAND - gray medium SM dense- dense - 122 - -126-I 47 128 36 very SILTY SAND-SANDY SILT gray (formational sandstone- siltstone) dense SM- ML - 1314 - - - 90 611 Bottom of Boring = 1351 Feet - -136 - Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. ROBERT PRATER ASSOCIATES Consultng Soil. Foundation i Geological Engineers EXPLORATORY BORING LOG NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. DATE BORING 239-6B August 1:9:8:3d NO. 11 (pg. 14) DRILLRIG Continuous Flight Auger SURFACE ELEVATION 171 (approx.) LOGGED BY LTJ DEPTH TO GROUNDWATER Not Established BORINGDIAMETER 8. Inches DATE DRILLED 6/2/83 DESCRIPTION AND CLASSIFICATION DEPTH (FEET) (FEET) - - ZUJ_: <<w uj cc e - IM w .ci:21 ~ >- I— LL W(fllj __________________________ DESCRIPTION AND REMARKS S COLOR CONSISTBOL. . YPE CLAYEY SAND (fill) — gray- medium SC ish brown. dense - 2 - -4 -X :8X FILL :12 - - - 14 - - - 2 67 42 SILTY CLAY gray- black very soft CH J_ T - 16 - - 18 - _20 44 I - 22 . SILTY SAND • gray medium dense SM 24:I7 - - 41 SILTY CLAY gray soft CH 1 -26.-T. - 110.5 28 - —30- - 32 19 56 SILTY SAND gray medium dense SM - - 34 SILTY CLAY - gray firm CH 36_I 7 56 (Continued) - 38 Note: The stratification lines represent the approximate - boundary between material types and the transition may be gradual. — 40 — EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES Consulting Soil. Foundation & Geological Engineers NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 12 (pg. 1) 239-6B August 1983 DRILL RIG Continuous Flight Auger SURFACE ELEVATION 17 (approx.) LOGGED BY LTJ DEPT,HTOGROUNDWATER Not Established BORINGDIAMETER 8 Inches DATE DRILLED 6/3 /83 - DESCRIPTION AND CLASSIFICATION DEPTH (FEET) 2 t~O t4 i W Z a. z XwO Uj tri U ZQ. DESCRIPTION AND REMARKS COLOR CONSISTSOL.SOIL TYPE cc e w SILTY CLAY — gray firm CH - - 35 141.4 - - 42 44 ---.46-I 7 38 - CLAYEY SAND - gray loose SC 48 - _50- 52 .54 - medium - dense -56-I 15 - 58,- -60 27. : 64 : SILTY CLAY (formational - gray- hard CH mudstone) ish g gray ;c 66I - - CLAYEY SAND (formational gray very sandstone) dense - 68 - - - 160 C,, v Bottom of Boring = 701 Feet -72- Note: The stratification lines represent the approximate - - boundary between material types and the transition may — be gradual. EXPLORATORY BORING LOG NORTH COUNTY PLAZA ROBERT PRATER ASSOCIATES Carlsbad-Oceanside, California Consulting Soil, Foundation Geological Engineers PROJECT NO. DATE BORING NO. 12 (pg. 2) 239-6B August 1983 some clayey sand SILTY CLAY (Continued) Note: The stratification Ones represent the approximate boundary between material types and the transition may be gradual. ROBERT PRATER ASSOCIATES Consulting Soil. Foundation & Geological Engineers brown -2- and gray : :x - 8- - -x - —10— 12 3 36 gray ?t CH- 14 - 16 - -18-—il-- - 61 104.2 —20 - - 22 - very soft- -24- 2 29 soft - - - 26 - 28 - gray 50 32 34 ::r 2 38 gray • very soft- soft CH i... - - 36 38 J 52 123.4 EXPLORATORY BORING LOG NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 13 (re. 1) 239-66 August 1983 DRILLRIG Continuous Flight Auger ISURFACEELEVATION 18 (approx.) LOGGEDSY LTJ DEPTH TOGROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 6/1/83 DESCRIPTION AND CLASSIFICATION DEPTH zSOIL . cc -< 00 U. I- ~ if IS (FEET)Lu pi 'U 8 <O( Ui Z u.tn ir Z 8 8 - SOL DESCRIPTION AND REMARKS cc COLOR CONSIST. I .YPE TLTY CLAY gray very CH . = soft- soft - 42 - : : 16 SILTY SAND - gray medium • dense -46- -48- -so-I 12 -52- • gray - 54 ish 0 - X 28 brown -56- -58- • —60—x 27 62 - -64-- • X25 • 66- . 68 - CLAYEY SAND with some - gray'medium SC scattered small gravel dense - -70— 21 -72- 74 ____________ 26 - 76 : SILTY CLAY (formational - gray mudstone) 0 CL\ - (Continued) - - 78 Note: The stratification lines represent the approximate boundary between matenai types and the transition may be gradual. - - -80 - 43 I EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES Consulting Soil, Foundation & Geological Engineets NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. DATE I BORING - I I NO. 13 (pg. 2) [ 239-613 August 19831 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 18 (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches DATEDRlLLED 6/2/83 - DESCRIPTION AND CLASSIFICATION .LU zw__ - w :5 0 0 DEPTH L4 -9 H T cc U, uj 8 DESCRIPTION AND REMARKS SYM- B COLOR CONSIST. I SOIL TYPE SILTY CLAY (formational - gray hard CL - - - ioo mudstone) - - 82 3 CLAYEY SAND (formational - green- very sc sandstone) ish dense I - gray. ( :84: - Bottom of Boring = 821 Feet Note: The stratification lines represent the approximate - - boundary between material types and the transition may - - be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil. Foundation & Geological Engineers . Carlsbad-Oceanside, California PROJECT NO. DATE BORING NO. 13 (pg. 3) 239-6B August 1983 DRILLRIG Continuous Flight Auger JSURFACEELEVA11ON 183 (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORING DIAMETER 8 Inches' DATE DRILLED • 5/31/83 DESCRIPTION AND CLASSIFICATION 0 cc zuJ 00 - at X z o w DEPTH (FEET) < ZQ DESCRIPTION AND REMARKS BOL COLOR CONSIST. .YPE , SANDY CLAY and CLAYEY gray firm/ CLL. - SAND (fill) and loose SC 2 - gray- - - ish brown -6- -8- -10- -12- a FILLf - 14 - SILTY CLAY gray, soft CH - - 16 5 70 - 18 - -:' 47 - 24 - -26_I 4 62 - 28 - —30 — - ' 22 SILTY SAND -. gray medium SM dense - 32 -34. - 36 - 2 39 SILTY CLAY , ' - gray CH -i-- soft- soft (Contirued) .38. Note: The stratification lines represent the approximate boundary between material typOs and the transition may - 40 - be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES NORTH COUNTY PLAZA Consulting Soil Foundation & Geological EQSIIVS Carlsbad-Oceanside, California PROJECT NO. DATE BORING 0 0 NO. 14 (pg. 1) 239-6B August 1983 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 18j (approx.) IOGGEDBY LTJ DEPTH TO GROUNDWATER Not Established BORINGDIAMETER 8 Inches DATEDRILLED 5/31/83 DESCRIPTION AND CLASSIFICATION DEPTH (FEET) .ca YPE cc it z OR ra — aR iu z u o w 55 Ir ZE Lu DESCRIPTION AND REMARKS COLOR CONSISTBOL. SOIL SILTY CLAY gray firm E11 : 42- .44- 46:1 7 45 -48- :50: I 33 SILTY SAND dark meum SM gray dense 52 - and - — gray- - 54 - ish - - brown - 56 - 22 * -58- 18 • -64- -66-I 30 -68- 17 72 -714- -76 - (Continued) - 78 Note: The stratification lines represent the approximate - - boundary between material types and the transition may be gradual. —80 - EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES Consulting Soil. Foundation Geological Engineers NORTH COUNTY PLAZA Carlsbad-Oceanside, California PROJECT NO. DATE BORING W. 14 (pg. 2) 239-613 August 1983 1 Li DRILL RIG Continuous Flight Auger SURFACE ELEVATION 183 (approx.) LOGGED BY Lii DEPTH.TOGROUNDWATER Not Established BORING DIAMETER 8 Inches DATE DRILLED 5/31/83 DESCRIPTION AND CLASSIFICATION Ut ° DEPTH (FEET) DESCRIPTION AND REMARKS SYM- BOL COLOR CONSIST. SOIL TYPE CL 8 TLTY SAND — gray-. medium SM - ..'><77 ishdense- brown dense - 82 - - -84- 27 86 - 88 - - Interbedded SILTY CLAY and - gray stiff I CL/ CLAYEY and SILTY SANDS and medium SC, -90- 31 >< gray- dense SM - - ish 92 brown - 94 - 37 96 - 98 - °° 28 -102- Gravel and cobbles between - -104 104 and 107 feet. - 106- SANDY CLAY-CLAYEY SILT - gray hard CH- (formational mudstone) MH -108 -110- 150 311 112 - Bottom of Boring = 111 Feet - Note: The stratification lines represent the approximate - boundary between material types and the transition may - - be gradual. EXPLORATORY BORING LOG NORTH COUNTY PLAZA ROBERT PRATER ASSOCIATES Carlsbad-Oceanside, California Consulting Soil. Foundation & Geological Engineers PROJECT NO. I DATE BORING NO. 14 (pg. 3) 239-6B August 1983 1 -- __u. — — an won. ME mums — - - •1•U -- _.u.. -- - •UUU uu - • i ----UI. ----U.. —man .... I 1U• — — - _N.i — — - •UUU ___.... ____.... ____... mums MEMO ----U.. ___.... _I__.... __________ __________ __________ •URi -- - -.. ____... UUiL ----UUI UUI ..•. _ U1U ____... U11 •UI ----U.. DOCUMENTATION FORM FORM 4 page 1 of 4 H V A C SYSTEMS COMPLIANCE PROJECT DESIGNER: DOCUMENTED BY: DATE: 3/19/86 PROJECT TITLE: NORTH COUNTY PLAZA - SHOPS PROJECT ADDRESS: Marron Rd. & Jefferson St., Carlsbad, CA DESIGN CONDITIONS Building Occupancy Type ................................ 074 ' Project Latitude ....................................... - 33.2 Heating Degree Days. .'(use Oceanside) ....................2092 HEATING LOAD DOCUMENTATION Outdoor Design Temperature, Winter 38 IF Indoor Design Temperature ...................7@'F Temperature of Adjacent Unheated Spaces 54 'F' Transmission Heat Loss.........................' 94554 Btuh Infiltration Air................................0 Heat Loss from Infiltration ... ..... ..........0 Btuh Ventilation Air........ ......1440 Heat Loss from Ventilation ........' 43546 Btuh Outdoor Air for Special Processes ............ 0 Heat Loss from Process Air ............. 0 Btuh Other Heat Losses(describe) ...........' 0 Btuh' TOTALHeat Losses ....................... ...... .151909Btuh COOLING LOAD DOCUMENTATION Outdoor Design Temperature, Summer.,dry bulb.. 84 IF Outdoor Design Temperature, Summer wet bulb.. 71 IF Indoor Design Temperature, Summer,dry bulb... 78 IF Indoor Design Temperature, Summer,wet bulb... 65 IF Transmission Heat Gain ........................ 39004Btuh Infiltration Air ............................0 CFM Heat Gain from Infiltration Air .............0 Btuh Outdoor Air for Special Processes. . • .•. 0 CFM Heat Gain for Process Air ...................... 0 Btuh SOLAR Heat Gain Through Windows .............138147 Btuh Heat Gain from Lights, Equip't, People, etc 245344 Btuh Heat Gain Heat Gain from Other Sources ....... 44553 Btuh Outdoor Air -.CFM / Person (Not ) Tab. Rates) 10 • CFM/Prsn Heat Gain from Outdoor Air ................23040 Btuh TOTALCooling Load ..... ... ......................49Ql088Btuh . 't s .A.•' 76rrn4 .contlnu.d ' ' 2 Outdoor Air ' CFM Per Person (Not to Exceed Tabulated Minimum Ventilation Rates) CFM/Person Heat Gain From Outdoor Air ................. Btu/Hr. Total Cooling Load ................................... Btu/Hr. TEMPERATURE CONTROL S Attach manufactuiers data or other, give specification or drawing reference which shows that the room thermostats meet the requirements of T20-1503 (a) and (C). REFERENCE ,(page or sheet No.) • Indicate drawing or specification reference where the temperature control device requirements given below are documented. An automatic temperature control device shall be provided for each separate HVAC system .............................. SPP Me c h. P. i a n each zone ................................................. ( S . SIMULTANEOUS HEATING AND COOLING . The following requirements apply to the use of new energy and need not be complied with when .. .:_*• " recovered energy is used to control temperature. . . In each case, when resetting hot and cold deck temperatures, one representative zone may be chosen to represent no more than ten zones with similar heating or cooling requirements. Concurrent operation of independent heating and cooling systems serving common spaces must provide either or both of the controls given below. List reference specification page or drawing number where control requirements can be verified REFERENCE $ Sequential temperature control of heating and cooling systems Automatic reset of heating temperature, .' * to limit energy input only to that level to . • offset heat loss due to transmission and • . ' . infiltration ................................................. ' * Reheat systems - give reference specifications page or drawing number which will show' * compliánce with the following when reheating 20% or more of the total air in the system. • When serving multiple zones controls -, • must automatically reset the cold air * - 1.. supply to the highest temperature level of the zone requiring the most cooling ........................* 14/ A • •• • .•• ,• •-• • Single zone reheat systems Shall be controlled , * • • • • - • - • to sequence heating and cooling ......................... .- N / A - • , • S .LM ..• 7-81444 .• , '• • . . • • • • • ' • .•, - 5 .• •. S .5 Form4 continued 3 Dual-duct or multizone systems - give reference specifications page or drawing number which will show compliance with the following: S REFERENCE Hot deck temperature:.- must be automatically resetto the lowest temperature necessary to satisfy the zone requiring the most heating ............ .N/A •' Cold deck temperature - must be automatically * reset to the highest temperature necessary A to satisfy the zone requiring the most cooling .............N/ • Recooling systems - give reference specifications page or drawing number which shows compliance with the following if recooling 20% or more of the total air in the system. • Controls must automatically reset the temperature of heated supply air to the lowest . . temperature necessary to satisfy the zone requiring the most heating ... ............................. .N / A 'S • . HVAC SYSTEM RESTRICTIONS & SPECIAL REQUIREMENTS Several HVAC System types have special requirements or restrictions. In this section, the type of system used in the design must be listed and any special restrictions given here referenced to show compliance. Supply references to proper specifications page or drawing numbers. L. •' Type HVAC System Used - Describe type of system to be used (includereference for •• .' specifications for the system). P ,. LEcrtC. PUMPS .5 • DUCTWORK FABRICATED &INSTALLED PER SI'lACNA STANDARDS & L OCAL CODE 5 TEMPERATURE CONTROL IS ASSPFCD IN BROCH. Constant volume reheat system - when serving both interior and exterior zones - separate * cooling coils are required if the exterior zone exceeds 20% of the total air quantity through the • cooling coil. •• . . S REFERENCE N/A • Constant volume dual-duct or multizone systems which utilize new energy to simultaneously heat and cool air streams which are subsequently mixed for temperature control are prohibited • . for buildings larger than 20,000 square feet of conditioned space. If used, the air leakage for dampers utilized for the mixing of heating and cooling air shall be limited to maximum leakage of •. 3% of the total air quantity handled by the dampers when operating at the maximum system • pressure to which the dampers will be subjected Manufacturers label or nameplate shall state • leakage rates. REFERENCE N/A JL Form coutlnu.d 4 ,.. Economizer Cycle - For each cooling fan system, for other than dual duct or multizone system which serve zones having total cooling capacity greater than 134,000 Btu/hr or more than 5,000 CFM must have an economizer cycle unless one of the exceptions allowed, is claimed. REFERENCE Electric Resistince Heating Systems - These systems shall not be used unless the total installed electric resistance heat does not exceed 10% (ten percent) of the annual heating ' ' energy requirement or a life cycle cost analysis. Form 8 (see Section 4.2 of this manual) shows an alternate system life cycle cost exceeds that of the electric resistance system. Give reference if less than 10% or include Form 8 if calculating life cycle cost. REFERENCE N/A MECHANICAL AND GRAVITY VENTILATION • . Mechanical ventilation - Dampers which are automatically interlocked, and closed on fan shutdown are required. REFERENCE Provide •Backft Dampers Gravity Ventilators -Either automatic or readily accessible manually operated dampers must be • provided for all openings to the outside with the exception of combustion air openings. ': . • REFERENCE Provide Backdraft - Dampers POWER CONSUMPTION IN FANS Not Applicable : . ;• - .' Constant volume system Low Pressure Sy stem Total .5upp1y Air Quantity ............................. CFM Total Pressure of Supply Fan ..........................Inches Water • Total Supply 'Air Quantity Adjusted for Process Loads ................................. CFM ' Total Gross Floor Area ................................. Sq. Ft. Net Fan Performance Index (FPI) ...................... , Variable volume system Total Supply Air Quantity at Maximum Flow ......... CFM Total Pressure of Supply Fan at Maximum Flow ..... Inches Water 0 Total Gross Floor Area .................................Sq. Ft. Fan Performance Index at Maximum Flow (FPIm) .... •• 'Variable Volume Adjustment Constant ............... 0• Adjusted Fan Performance index, FPI5 PIPING AND DUCT INSULATION AND DUCT CONSTRUCTION " •• References to the piping insulation, duct insulation and duct construction, requirements c - presented in Section 4.2 of the Energy Conservation Design Manual must be given below: REFERENCE PIPING INSULATION - N/A (Packaged Units) DUCT INSULATION - See Schedule Mech. Install. Sht. DUCT CONSTRUCTION - Per ASHRAE Handbook & SMACHA Guide - * - - MODEL 54a. PK6. HT PUMP Z-S T' Documentation Form & HVAC Form 6 Equipment Compliance References giving the specification pae or drawing sheet number or manufacturers data must be submitted to demonstrate compliance with Division 6 of the standards. Electrically Operated Standard rating capacity, . Cooling System -. Btu/hr Z4,22- Equipment Minimum EER (COP) 1 Reference Absorption Water Chilling Heat source (check one) Cooling System Direct fired (gas-oil) Equipment •0 Indirect fired (steam-hot water) Minimum EER (COP) -. •1 -. Reference Combustion Heating - Minimum combustion Equipment (Oil and gas- . efficiency at maximum fired comfort heating rated output - -- equipment- - Reference Electrically Operated Minimum EER (COP) • Heating Heat Pumps- Reference 21il'i - Supplementary Heater Control Reference Electrical Resistance Space Reference for Full-Load Heating Equipment 'V Energy Input and Output Requirement for Reference Manufacturer's Maintenance . . Procedure, Full and Partial • Capacity and Stand-By * Input(s) and Output(s) - • * V • - V Specification Reference V . V . •. Statement that the Building • Reference V owiJ. MALIU2.-L Design Substantially V Complies with the California - V. • - Energy Commission - -. - - •- ;,•.. Regulations for New V - • ••. V Nonresidential Buildings V V V V V V V • V -• • V • V V - '- NORTH COUNTY PLAZA - SHOPS Marron Rd. & Jefferson St., Carlsbad, CA 3/19/86 HEATING LOAD ' - Desc. U x A x Delta T RF 1. 0.047 14375 28 18918 RF2 0 28 0 W-1 0.059 4511 28 ' • 7452 W-2 0 ..8 0 .' W-3 . 0 '28 DR 0.49 0 28 . ,- 0 GLS 1 103 2155 . 28 68184 ------------- 94554 Vent'n. .1.08 .10 cfm x 28 x 1 144 ppl. . 43546 Duct Loss 10% '• 13810 TOTAL HEATING LOAD .. " . 151909' ,COOLING LOAD ' ,. • Desc. U x A x CLTD or CLF RF 1 0.047 14375 26 17566 RF2 0, 24 , 0 ' W-1 (N) 0.048 274 16 . 210 (E) 0.048 113 ' 21 114 (S) 0.048 338 ' 29 ' 470 (W) 0.048 1430 - ' 59 4050 • 0.000, 0 21 -' .' .,.•, () ,.. . , () •• , ' 0 -* •,' ( ) -• ' ' 0 . • ', () ' 0 DR 0.49 0 0 . 0 GLASS 1. 10 2155 . 7 . 16594----------------- • . ., , . - 39004 SLR (N) 0.97 . 274 37 0.79 . 7769 -. (E) 0.97 113 - '. 219 0.22 5281 (S) - 0.97 56 111 0.79 4763 (S sh) , 0.97 282 • 37 0.50 5060 - • ' (W) 0.97 - 952 219 • 0.57 115273 - , (W sh) - 0.97 ' 478 37 ,. 0.79 13553 • . - - ----------------- , .• - ' C 138147 LIGHTS Sales 35938 w x '3.41 x 1.25 • 153184 PPL (S) 144 ppl. @ • 315 Btu/P - 45360 , PPL (L) 144 ppl. 0 • 325 Btu/P 46800 • - ' • 92160 VENT CS) -' 1.08 10 cfm x 6 x 144 ppl. 9331 VENT (L) 0.68 10 cfm x 14 x - '144 ppl. .' .13709 ••. • •• . . •" 23040 • - • ' ' '•••• 268384 • SUBTOTAL - • .• . - • , • 445535 DUCT GAIN 5 % 22277 F. •. • • ' • 5 % • - • . 22277 TOTAL SENSIBLE COOLING LOAD ç 490088 -.•• ' -' • - • r • • , 4', -• 4•._ 4.' '••-•" • • -• • . :•' •. - - . • • • - • - •• , - Payne Air-Conditioning PACKAGED HEAT PUMPS Indianapolis. IN City of Industry. CA MODEL 542E030 ) M%R11.11111 U I6.W %fill ( ROOF-MOUNTING CURB Models 542D & 542E are our latest generation of packaged heat pumps for residential and commercial applications. These heat pumps are the result of our firm commitment to the design and de- velopment of the finest heat pumps modern technology can offer. Our commitment Is backed by our advanced engineering, testing, and research laboratories; and our wealth of practical experience. Model 542E Is designed in two basic cabinet sizes, features a side-by-side duct configuration, and ranges In size from 024 thru 060, with voltage Options to meet most residential and commercial requirements. This model Installs easily on a rooftop or a ground- level pad. Model 542D is used with an accessory roof-mounting curb and in- corporates a down-discharge/return-air plenum as an integral part of the unit; thereby, substantially reducing the installation time and cost. This model is offered in the 060 size with 3-phase voltage options. 542D & 542E FEATURES FACTORY-ASSEMBLED PACKAGE is a compact, fully self-con- tained, all-electric, combination heating/cooling unit that is pre- wired, prepiped, and precharged for minimum installation expense. RUGGED, EFFICIENT, COMPRESSORS are specifically de- signed for heat pump duty and high energy efficiency during heat- ing and cooling operation. Each compressor is hermetically sealed against contamination to help promote longer lifeand dependable operation; and vibration isolated to provide quiet operation. During heating operation, these reliable compressors are designed for continuous operation down to extremely cold outdoor tempera- tures. All compressors have internal high-pressure and overcur- rent protection. - Model 542E Sizes 024 thru 060 & Model 542D060 INDOOR BLOWER MOTORS have been carefully selocled to min- imize energy consumption and to withstand the heavy-duly year- round operation required by heat pumps. These motors are de- signed to meet the requirements of a wide variety of reSidential and commercial applications. Belt-drive motors are used on 060- size, 3-phase units—direct-drive, multispeed (except 480.v) pSC motors are used on all other units. DIRECT-DRIVE, PSC, OUTDOOR FAN MOTORS have been selected to help reduce energy consumption. Outdoor fan motors on all 3- phase units are two-speed and are thermostatically con- trolled to provide low-ambient cooling operation down to 40°F. Single-phase units are designed for cooling operallon down to 55°F with field-installed 40°F low-ambient kits avaIlable as an option. BUILT-IN RELIABILITY COMPONENTS include a 5uc11on tube accumulator that keeps liquid refrigerant from reaching the com- pressor, a low-pressure switch that stops the Compressor it the re- frigerant pressure drops to an unsafe operating level, a crankcase heater to keep the compressor oil warm and free of refrigerant for maximum lubricity, compressor quick-start components On single-phase units to improve starting characteristics, and a unique metering device to eliminate potential serviceability requirements of check valves and expansion devices. UNIT DESIGN—Indoor and outdoor coils are computordoslgned for optimum heat transfer. Vertical outdoor fan discharge carries sound and air up and away. Heavy-duty base rails provide for ex- tra support and feature forklift slots (Model 542E only) for easier and safer handling before installation. The high-voltage Inlet panel is designed to accommodate a field-installed electrical discon- nect. A low-voltage terminal block simplifies thermostat connec- tions. Refrigerant service connections make checking Operating pressures easier. TIME/TEMPERATURE DEFROST system Is used to Increase heating cycle efficiency. This type of defrost system has proven to be very reliable. The time/temperature control "looks" for coil icing conditions only at preset time intervals, starts the defrost cycle only if the defrost thermostat senses icing conditions and automatically ends the defrost cycle when the coil has warmed sufficiently to melt the ice. WEATHERIZED CABINETS are constructed of heavy-duty, phosphated, zinc-coated steel; and finished with corroslonresist ant, modified alkyd, fade-resistant, baked Malibu beige enamel. Interior surfaces of the blower section are insulated to help keep the conditioned air from being affected by the Outdoor ambient temperature. ACCESSORIES & OPTIONS SUPPLEMENTAL ELECTRIC HEATERS that mount Inside the heat pump blower compartment are available in a variety of KW and voltage options. SINGLE-POINT WIRING KITS are available for use with most supplemental electric heaters to permit a single power Supply for both the heat pump and the heater; thereby, reducing Installation costs. A FULL LINE OF ROOFTOP SYSTEM ACCESSORIES Is availa-ble for field installation, including: plenums (not required With the 542D), curbs, horizontal or plenum economizers, flex1blo duct packages, concentric diffuser boxes, barometric relief dampers, and Jitter racks. EFFiCIENCY-ALARM CIRCUIT—This circuit locks out the com- pressor and lights up the room thermostat emergency-heat light if there is a compressor malfunction. This warning reduces the likelihood of high-cost heating bills by alerting occupants to the problem. This optional circuit also provides compressor protection by locking out the compressor If any of the other protection devices in the system have detected a malfunction. The com- pressor and efficiency-alarm circuit can be manually reset with the room thermostat. ADDITIONAL ACCESSORIES & OPTIONS are available to meet the particular requirements of a variety,of applications. See the System Accessories & Optional Equipment listings In this Publica- tion. Form No. PDS 542E.24.3p -. . - .----------- --,-.----- .2. 4 DIMENSIONAL DRAWING Model 542E—Sizes 024 thru 060 MEETS DOE RESIDENTIAL 5) 0 CONSERVATION SERVICES PROGRAM STANDARDS. 542E REOUIRED CLEARANCE (inches) S Top of Blower access door end.... 30 Duct side of unit.............12 End opposite blower Compressor access door access end... ..........12 1 side 30 Bottom of unit above anticipated snow level.... 6 iI NOTE Provision must be made for fresh ambient air to reach the M 'outdoor coil without recirculation of the air from the outdoor fan ' - . f discharge. 5 LE -.J 16 CONTROL ACCESS DOOR . . - . S. . \ / DIA r"DIA HIGH-VOLTAGE k A I COMPRESSOR \ LOW-VOLTAGE I INLET WITH MULTIPLE SUPPLY-AIR RETURN-AIR ACCESS 000R\ / INLET - J KNOCKOUTS OUTLET /INLET 16 16 48Jj 1. j[J 2 xrrLl 4 I_i• -'-- f t. -- 1 . • If, LT It' J L21 I I 62 J6l I U 014 - ELECTRIC HEAT • - L - 2 KNOCKOUT . . i 28 HIGH-VOLTAGE INLET WITH I —MPT DRAIN K MULTIPLE KNOCKOUTS (NOT V 4CONNECTION USED WHEN SINGLE-POINT G WIRING KIT IS USED) A79071 0 - 542E DIMENSIONS (Inches) ""'SLOTS FOR lit 4 5 LIFT Size A I B 0 I E I F 1, G I H J 0248030 - 60-3/16 1 32-3/16 24-13/16 1 21 11-1/2 1 .13-5/16 57 6-7/8 6-15/16 036 60-3/16 32-3/16 24-13/16 1 21 13-3/4 1 13-5/16 1 57 4-5/8 6-15/16 042,048, & 060 68-3/16 40-3/16 30-13/16 1 21 16-3/8 1 17-5/16 1 65 5-1/8 7-1/2 4- Sizes K I L M I N I P I R I S T I U V 0248 030 18-1/8 1-112115-3/32 12-9/16 14-1/2 1 28-9/16 37-1/8 -2 1 7/8 1 27-7/8 036 18-1/8 1-1/2 15-3/32 12-9/16 14-1/2 1 28-9/16 37-1/8 2 7/8 1 27-7/8 042,048.8060 25 1-1/2 20-3/32 15-1/8 1 18-1/2 1 34-9/16 44-1/4 2 7(8 35-3/16 542E Size Shipping . Wt (tbs) Operating Wt (ibs) Corner Wt (Ibs) 7. A T 024 320 310 78 75 77 80 030 334 324 81 78 81 84 036 348 338 85 82 84 87 042 - - 453 - 443 - 111 107 110 115 048 465 1 - 455 114 110 113 118 060 1 490 1480 120 116 A A19 115-A HP-76 • - .4 '•r- t, I '-• • - •. •., . . •• . 5 4 • - bRHIGH_VOLTAGE INLET • - -- .5 5 -I -(NOT USED WHEN SINGLE- POINT WIRING KIT IS USED) - - ' A79072 SHIPPING WEIGHT, OPERATING WEIGHT, .& WEIGHT DISTRIBUTION A UNIT—MODEL 5420060 Shipping Weight (Ibs) 703 Operating Weight (Ibs) - • 556 -Unit Corner Weights (Ibs) A B I ,C D 144 1 138 1 134 1 140 ROOF-MOUNTING CURB P/N 304851-302 Shipping Weight (lbs) - - - 120 - - Operating Weight (Ibs) - 113 Curb Corner Weight (Ibs) • - - A I B I C D 27.5 1 27.5 1 29 - 29 UNIT &CURB - Combined Operating Weight (Ibs) 669 - Curb Corner Weights With Unit onCurb 1 A I B I C 0 1 154 1 164 1 181 170 D -. - ---------- - - C D View A A79117 - A79116-A, UL DIMENSIONAL DRAWING I ., p •'•.' : Model 542D060 MEETS DOE RESIDENTIAL CONSERVAT ON TEUT --L4C PROGRAM STANDARDS. 16 O2 (ES 671 16 ;:LET , 32 542D060 REOUIRED CLEARANCES (Inches) Top of unit .................... 48 Blower access door end .... 30 'Compressor access door End opposite blower. 27 f I5 )iii side 30 access end 12 17 Side opposite compressor Bottom of unit above L. LjilLT:J FILTER access door ............. .... 12 anticipated snow level .... 6 . ______ IA • ACCESS NOTE: Provision must be made for fresh ambient air to reach the DOOR outdoor coil without recirculation of the air from the outdoor fan 2 discharge. • . 17 —FRESH-AIR . INLET HOOD -7 7 CONTROL ACCESS DOOR —DIA - DIA . . -. . • 8LOWVOLTAGErHIGHVOLTAGE INLET . . ____________68-k COMPRESSOR INLET WITH MULTIPLE KNOCKOUTS 16 . 16 ACCESS DOOR 1-2 A FORK 116 351 . . 1 181 DIAKNLT 14 HEAT 65 671- 3 . . . LMPT DRAIN • 16 w . • - -, "CONNECTION, ACCESSORY ROOF-MOUNTING CURB - P/N 304851-302 ., •,_. '5 ui. - . - 141 - - *__ - -. .•'-. - • L 77 1- ILI- -:_,~_;-t~'PLATFOIR Il- 641 478 ' -.- _____ 7 SUPPLY DUCT RETURN DUCT iAEFT7 NiEFT7 4 ••4, !- - ___________________ _________________ 41 L 22T 2 r STRIP (4 SIDES) - - - • ;• A79073 - SPECIFICATIONS-MODEL 542E-SIZES 024 THRU 042 54E TSIZE -J024 A • J030 A B042 P042 AS J036 P036 A . ELECTRICAL Unit Volts-Phase (60Hz) jr8tIng Voltage Range ,. . Unit AmpaClty for Wire Sizing MinimumWireSize(AWG)° .208-230-1 .197-253 20.2 10 208-230-1 197-253 . 27.5 10 208-230-1 197-253 .2 10 208/230-3 187-253 17.8 12 230-1 207-253 8 208/230- 187-253 25.2 10 'FtaI Unit Amps 16.7 22.7 23.9 14.8 28.7 21:0 CompressorRated Load Amps 14.2 19.7 20.8 11.7 . 24.4 16.7 ioc(ed Rotor Amps 66 82 87 94 95 Outdoor Fan Motor, DO. PSC(WattSt & Spds)t 190& 1 190& 1 190& 1 190& 2 155& 1 155& 2 --Full Load Amps 1.0 1.0 1.0 1.0 0.9 0.9 - ioorBlower Motor. D0,PSC(HP&SPeed5) 1/5&2 1/48.2 1/3&2 1/3&2 1/3&2 1/38.2 Full Load Amps 1.5 2.0 2.1 . 2.1 3.4 3.4 Max Branch Circuit Fuse Size (Amps) PERFORMANCE DATA Rated Cooling Capacity @ 95*F(BtuhP 30 24,200 1 1 45 29,400 1 45 35,400 1 25 35,400 50 40,000 40 40,000 SEERS - 780 . 8.40 820 8.20 . 8.50 8.50 EERt • S - - - - 7.63 - 793 Rated Heating Capacity @47F(Btuh) '25,400 a000 35.800 35,800 41,500 41,500 HSPF (Minimum-Region IV)t . 6.00 .6.10 6.30 6.30 6.30 6.30 COP . - - - 2.68 - '. 2.84 ARlSoundRatinaN _um ber** COMPRESSOR, REFRIGERANT, & CONTROLS Compressor Type 19 19 19 19 18 18 I . Hermetic Compressor Temp & Overcurrent Protection Standard (Internal Line Break) Compressor Internal Pressure Relief Valve , - Standard Compressor Vibration Isolators - Standard - Vapor-Tube Accumulator , . - . . Standard Two-Way-Flow Refrigerant Metering Device. . . MET JET With Piston Low-Pressure Switch . . . . Standard Compressor Crankcase Heater - , Standard Compressor Quick-Start Components .. Standard-All Single-Phase Units Refrigerant Service Ports Standard . . . . . Heat-Saving Reversing Valve , . Standard . Time-Temperature Defrost System . Standard . . . . COMPROTECII Compressor Cycle Protection . . Optional . Efficiency-Alarm Circuit •, . . Optional Vapor-Tube Filter-Drier . ' Optional High-Pressure Switch Optional R-22 Refrigerant Amount (Factory Charge) IItINDOOR 1COIL :IBLOWER 6 Ibs-4 oz 1 6 lbs-i 0 oz 1 8 Ibs-4 oz 8 Ibs-8 oz Coil Face Area (Sq Ft; -No.Circuits 367-3 1 3.67-3 1 3.67-4 4.67-5 - Height x Width (in.) ' 24 x 22 - 24x22 24 x 22, . 24 x 28 Rows & Fins Per Inch . 3&.14 38.14 4&14 38.14 Blower Wheel Diameter x Width (ln.) •. :.10x6 10x6 10x8 . lox 10 Rated Cooling Airflow (Ft3/Min)ttt , 850 ' 1050 1300 1535 External Static Pressure (In.wc)tft 0.10 . 0.15 0.15 . 0.15 Recommended Min Filter Size (Sq ln)tt ' Standard-Type .. - . ' " 408 . 504 624 . '' , . . 737 Cleanable- or High-Capacity-Type' ' 265 328 406 479 Condensate Drain Connection OUTDOOR COIL & FAN '3/4MPT 3/4MPT I 3/4MPT ' .- 3/4MPT Coil Face Area (SqFt)-No.Circuits ' . 10.57-3 1 10.57-3 1 10.57-4 14.26-5 Height & Width (in.)' .24 x-0.44 24 x 63.44 24 x 63.44 ' . 30 x 68.44 Rows & Fins Per Inch . . :1.418.20 28.20 28.20 2&20 Fan Diameter (In.) . STANDARD EQUIPMENT 18 18 ' 18 ' 22 Two-Speed, Direct-Drive Blower . '. . Standard , PSC Energy-Saving Blower Motor , . Standard Two-Speed, Direct-Drive Outdoor Fant Optional I Optional J Optional I Standard I Optional Standard PSC1Energy-Saving Outdoor Fan Motor . . • Standard , Computer-Designed Refrigerant Systel'n . . , Standard . Insulated Blower Compartment . . Standard Low-Voltage Terminal Block ' . . , ' Standard Heavy-Duty Base Rails w/Forklift Slots - ' • Standard Use Only copper wire for field connections to the unit. Wire sizes are based on 60C copper conductor at 867 (30°C) ambient temperature and the ampacily shown in table. It other than 60°C copper conductor is used, it ambient temperature is above 867, or it voltage drop of wire exceeds 2% of unit total rated voltage, determine wire size from ampacity Shown and the National Electrical Code. ', . . - tAll 3-phase units have a 2-speed outdoor tan motor and are thermostatically controlled to provide low-ambient cooling operation down t; '40. F. Single-phase Units are designed br cooling operation down to 551 with 407 low ambient controls available for field installation tRafed in accordance with API Standard 240-77 and/or U.S.Government DOE test procedures IF Rated in accordance with API Standard 270-75. - ., , ', - - • • - . S -. S • tSee the air delivery chart for blower performance application data. Recommended field-supplied tiller sizes shown are based on a velocity 01300 Ft/Min at, the API rated cooling airflow. Air filter pressure drop should not exceed 0.08 in. wc for unit to ' produce the rated cooling pertormance - Model 5420060 units are furnished with two standard type air filters (20x20x1) HP-78 S ' . • '5'• - u t I- . • - . ..' , -. ____ SPECIFICATIONS -MODELS 542EO48, 542DO60,:I.m - DEL - I 542E 542E 542D&542E - 8048 I P048 I E0481 0080 P060 I E060 A I A I A ELECTRICAL t volts-Phase (60HZ) 230-1 208/230-3 460-3 230-1 i 208/230-3 460-3 5ting Voltage Range 207-253 187-253 414-506 207-253 187-253 414-506 Uni Ampacity for Wire Sizing 38.9 27.1 13.2 49.8 35.6 15.7 1i1iSize(AWG) . 8 10 14 6 .8 12 TT Unit AMPS . 31.9 22.4 10.9 40.9 30.1 13.7 Rated Load Amps 27.9 18.4 8.8 35.4 20.6 10.4 otor Amps 106 105 35 150 136 49 Motpr, DD, PSC(Wattst & Spds)t 1558 1 1558 2 1558 2 4508 1 450& 2 450&2 Full Load Amps 0.8 0.8 0.8 1.9 1.9 1.9 -& Thor Blower Motor (HP Speeds) . 1/3DD & 2 1/3DD & 2 _&1 1 /YD D 1/2DD & 2 3/4BD 3/4BD - iiil Load Amps . 3.2 3.2 1.3 3.6 7.6 1.4 Branch Circuit Fuse Size (Amps) 60 45 20 60 50 25 PERFORMANCE DATA ied Cooling Capacity @ 95°F (Btuh)* 47,000 47000 47,000 57,500 57,500 Rf . - - 7.80 7.80 7.80 825 825 EERt - 7.30. 7.30 - 7.60 iied Heating Capacity @ 47°F (Btuh)t 48,500 48500 48,500 -58000 %58,000 (Minimum_Region lv) 58,000 . SPF 6.45 . 6.45 6.45 6.25 6.25 COPt -2.69 2.69 Number'° REFRIGERANT, 4 CONTROLS Compressor Type -2.67 RlSoundRatin 18 . 20. COMPRESSOR. 18 18 20 Hermetic - Compressor Temp & Overcurrent Protection . Standard (Internal Line Break) Compressor Internal Pressure Relief valve . Standard Compressor Vibration Isolators Standard -. vapor-Tube Accumulator Standard Two-Way-Flow Refrigerant Metering Device ' -MET JET With Piston Low-Pressure Switch . .- . Standard - Compressor Crankcase Heater Standard - Compressor Quick-Start Components - . Standard-All Single-Phase Units Refrigerant Service Ports Standard Heat-Saving Reversing Valve .. Standard - Time-Temperature Defrost System Standard COMPROTEC! Compressor Cycle Protection . . Optional Efficiency-Alarm Circuit . . . Optional Vapor-Tube Filter-Drier Optional High-Pressure Switch . Optional R-22 Refri erant Amount (Factory Charge) INDOOR I •1Ij:I:1.1VA1; g lbs-8 ozs 13 Ibs-0 oz Coil Face Area (Sq Ft)-No. Circuits 5.83-6 . 5.83-6 Height x Weight (In.) , 30x 28 30x 28 Rows & Fins Per Inch . 3&14 . 4814 Blower Wheel Diameter Width (In.) lOx 10 . lOx 10 Blower Pulley Pitch Dia (In.). . . Not Applicable Not Appl . 12.0 Motor Pulley Pitch Dia (In.) Not Applicable Not Appl 2.8-3.8 Drive Belt Length x Width (In.) Not Applicable . Not Appl 50x 1/2 Rated Cooling Airflow (Ft3/Min)tt . 1700 2000 External Static Pressure (In. wc)ttt ' 0.2 . 0.2 Recommended Min Filter Size (Sq ln.)tt . Standard-Type 816 960 (542E)°°° Cleanable- or High-Capacity-Type . . 530 624 (542E)°' Condensate Drain Connection OUTDOOR COIL & FAN 3/4 MPT . 3/4 MPT Coil Face Area (Sq Ft-No. Circuits 14.26-6 16.05-7 Height x Width (In.) 30x 68.44 . 30x 77.06 Rows & Fins Per Inch 2820 2820 Fan Diameter.. (in.) STANDARD EQUIPMENT 22 22 Two-Speed, Direct-Drive Blower Standard Not Avail Standard Not Applicable PSC Energy-Saving Blower Motor Standard .Standard Not Applicable Belt-Drive Blower . Not Applicable Not Appl - Standard Two-Speed, Direct-Drive Outdoor Fant Optional Standard Optional Standard PSC Energy-Saving Outdoor Fan Motor . - Standard Computer-Designed Refrigerant System . Standard Insulated Blower Compartment . - ' Standard Low-Voltage Terminal Block Standard L.qeavy-Duty Base Rails w/Forklift Slots . - Standard. - (See applicable notes on previous page) '.- . .. . ., . . Motor Pulley Turns Open Standard . Drive Optional Drive V 5 . 805 546 V 4-1/2 834 575 V. 4 VV 863 604 3-1/2 891 633 V 3 V 920 661 .2-1/2 - , 949 690 2 . 978 - . 719 1-1/2 1006 748 1 . 1035 776 1/2 1064 .505 -. 0 1093 5.34 - Model Blower Motor Speed Opera- tlng Voltal. ,.. Appllca, tlonf. - 1 - External Ste Pressure—Inches wc 0.0 0.1 0.2 03 0.4 0.5 0.6 0.7 542E024 - Low 208 V Heating 880 835 790 _140 690 630 - 565 470 Cooling 850 810 770 725 675 615 550 - 465 1230 _____ Heating 965 925 880. 83 780 720 655 '575 Cooling 940 900 855 810 755 700 635 560 High '208 Heating 1015 970 920 870 815 750 685 605 Cooling. 985 940 .. 890 840 785 730 665 585 230. Heating 1070 1030 ' 985. 940 885 830 - 765 680 Cooling 1040 1000 955 910 855 800 735 660 542E030 V , - V V V . ' -•. . Lov 208 Heating '995 965 .930 ' P890 845 785 705 590 Cooling 980 945 910 865 820 760 680 560 230 V Heating 1070 1 1050 1025 995 960 915 . 840 ' 730 Cooling . 1055 1030 1005 970 930 880 800 680 High. V V _______ . 208 Heating 1165 - 145 1125 1095 1065 1020 955 845 Cooling 1150 - 130 .1105 1075 1035 980 900 770 230 _______ Heating 1260 - 1245: .1225 1200 1165 1125 1065 970 CooWng 1245 1225 1200 1170 1135 1080 1005 875 542E036 V V Low 208 HeatingV. 1280 1 1235 1185 1135 1080 1020 955 875 Cooling' 1225 1 1185 1140 1095 1040 985 1.. 920 . 230 T Heating 1485 1435 1380 1325 . 1265 1200 1115 1025 Cooling 1400 1350 1300 1250 1190 1125. 1050 970 V High. . 208 Heating • 1685 1630 1575 1510 1440 1360 1275 .1160 Cooling - 1565 1510 1455 1395 1325 1250 1160 1045 230 Heating . 1850 1785 1720 1650 1575 1490. 1395 1280 Cooling 1670 1615 1560 1495 1425 1345 1250 1100 542E042 V V . . V V Low VVV 208 Heating 1400 1360 1315 1130 1015 - Cooling 1370 1330 1280 1230 1165 1085 955 230 Heating 1655 1610 1560 1505 1435 1360 1270 1140 Cooling 1615 1565 1510 1450, 1380 1305 1205 1050 High ' 208 Heating 1895 1840 1780 1715 1645. - 570 iäö 1365 Cooling 1825 1770 1710 1645 1570 1490 1395 1270 230 Heating . 2125 2065 2005 1935 1860 1775 1685 1570. Cooling 2030 1970 1905 1835 1760 1675 1575 1440 542E048 V •V '-V - • - ' Low _______ 208 Heating 1690 1635 1575 iT 1440 1360 1270 1140 Cooling 1650 1595 1535 17 1405 1325 , 1230 1100 - 230 . _______ Heating 1905 1855 1800 15 1675 1600 1 1510 1370 Cooling 1860 1810 1755 1690 1625 1545 1 1445 1290 High V 208 Heating. 2005 1955 1900 1845 1780 1705. 1625 1510 Cooling 1955 1905 1850 1790 1725 1650 1560 1430 230 Heating 2270 2195 2120 2040 1955 1870 1765 1650 Cooling 2180 2110 2040 1960 1880 . 1785 1685. 1 1570 460 Heating 2070 1 2000 1925 1845 1760 V 1665 1560 '1425 Cooling . 2000 1930 1855 1775 1690 1595 1490 1355 542E060 . (Single- V Phase Units) Low V 230 V Heating 2250 2205 2160 2110 2050 1990 1915 1830 Cooling 2180 2135 2085 2030 1970 1900 1815 1700 High _72-30 V - Heating - 2700 2625 2550 2465 2380 2285 2175 2055 Cooling * 2550 2475 1 2395 1 2315 2220 2120 1 2005 1860 V - *Deduct field-supplied air filter pressure drop & heater loss (when used) to obtain availéble external static pressure for ducting. V tHeajing airflow values are with a dry coil. Cooling airflow values are with a wet coil. ' • . NOTE: Shaded portions of this table fall below 350 V t3/min per 12,000 Btuh of rated cooling capacity. Indoor coil icing may occur at airflows below this point. Dashes are used in those areas of the table that tall beyond the capability of the indoor blower motor. - • - -- .-.; V . •l.V I •V V.V 42DO60& 542E060 BLOWER RPM AT INDICATED MOTOR PULLEY SETTINGS - V IV •. tV. . V V • 'V V VV.• V. . V - V V With optional motor pulley and belt. V • V V• - , . ' • * V '•.- - . • S - S . . . . S. : ••• A , p... -S S. MODEL 542D060 & 542E060-3-PHASE UNITS- - AIR DELIVERY AT INDICATED EXTERNAL SP & VOLTAGE WITH WET COIL FOR INDIVIDUALLY DESIGNED AIR DISTRIBUTION SYSTEMS* 542EO60 STANDARD DRIVE RANGE-805 TO .1ii' Volts-Standard Motor uIley Irflow Mifl) 0.30 0.40 0.50 0.60 0.70 0.80 0.90 ThPM WATTS RPM WATTS RPM WATTS RPM• WATTS RPM WATTS RPM WATTS RPM WATTS - K 17 -_ - - - - - 839 600 891 650 943 700 989 750 - - - - 05 575 862 650 914 705 963 780 1023 900 2000 - - - - '833 650 885 730 937 800 991 860 1052 930 - - 805 725 862 760 920 820 966 896 1023 970 - - ~nrn - 825 780 885 830 943 940 991 970 1063 1120 - - 230 Volts-Standard Motor Pulley & Belt (Ft3/Min) 040 0.45 0.50 0.55 . 0.60 0.65 0.70 RPM WATTS RPM WATTS RPM WATTS RPM WATTS RPM WATTS RPM WATTS RPM WATTS - - - - - - 805 680 833 690 862 700 885 730 75 - - - - . - - 839 700 862 710 879 760 908 770 2000 - - 805 740 822 750 862 760 879 770 908 780 925 830 805 780 839 790 .856 800 879 820 905 830 925 850 960 900 -250 545 830 856. 840 874 860 905 830 931 920 960 960 980 950 - 460V31ts79tandard Motor Pulley (Ft3IMin) 0.s0 0.40 0.50 0.60 070 0.80 0.90 RPM WATTS RPM WATTS RPM WATTS RPM WATTS RPM WATTS RPM WATTS RPM WATTS - - - - - - 816 650 879 700 931 760 989 820 '1875 . - - - - - - 851 720 908 770 971 840 1012 870 2000 - - - . - 810 750 874 790 931 860 989 920 1040 980 2125 - - - -. 845 800 905 870 966 940 1020 1000 1069 1070 2250 - - 805 830 874 890 931 960 989 970 1046 1100 - - P.I OPTIONAL DRIVE RANGE-546 208_ Volts -OptionalMotor Pulley 834 RPM 6-Belt - - Airflow (Ft3/Min) 0.20 . 0.25 0.30 0.55 0.40 . 0.45 0.50 RPM WATTS RPM WATTS RPM WATTS RPM WATTS RPM WATTS RPM WATTS RPM WATTS 1600 . 546 375 603 395 661 425 701 450 733 .470 753 490 782 510 1650 575 385 626 415 672 . 445 713 465 741 . 485 .761 500 788 535 1700 603 415 649 435 684 455 719 500 748 550 770 520 805 555 1750 621 445 661 455 . .695 465 730 510 753 560 779 550 816 575 1800 . 638 460 672 480 707 495 742 525 764 570 793 570 1 825 600 - • 230_ Volts -Optional Motor Pulley & Belt Airflow (Ft3IMi6) 0.20 0.25 0.30 0.35 0.40 , 0.45 0.50 . RPM WATTS RPM WATTS RPM WATTS RPM. WATTS RPM WATTS RPM . WATTS RPM WATTS 1600 552 350 609 370 -661 450 690 470 724 500 753 515 782 535 1650. 575 375 632 380 672 470 707 455---730 530 760 530 788 566 1700 603 380 649 410 680 485 718 • 515 741 540 770' 545 799 570 1750 .615 405 661 470 690 500 725 536 753 550 776 565 810 585 1800 .638 475 . 672 505 707 525 730 550 764 570 784 580 817 610 460_Volts-OptionalMotorPulley&Belt Airflow (Ft3/Min)• 0.20 . 0.25 0.0 0.35 0.40 0.45 0.50 RPM WATTS RPM WATTS RPM WATTS RPM WATTS RPM WATTS RPM WATTS 1600 592 •420 -632 445 667 485 690 500 730 535 550 787 565 1650 609 430 649 460 678 495 713 530 741 560 575 799 585- 1700 . 621 455 661 490 . 690 525 718 550 753 575 WATTS 9__72a_ 590 810 605 1750 632 470 672 520 701 545 730 570 762 590 615 817 620 1800 644 500 684 535 42.1'l6l 713 STANDARD 570 IDRIVE 736 IRANGE-805 585 TO 776 10931.l. 610 620 828 635 208Volts-S tan dardMotor. ulley I elt AIrflow (Ft3/Min) 0.10 0.20 . 0.30 0.40 0.50 0.60 .0.70 RPM WATTS RPM WATTS RPM WATTS RPM WATTS RPM WATTS RPM WATTS RPM. WATTS 1750 - - 863 .720 902 725 926 745 972 765 1000 800 1023 875 1875. 805 750 891 775 . 934 800 977 820 1012 850 1058.. 915 1092 950 2000 _,, 862 800 943 850 977 870 1021 915 1049 . 950 1092 1010 - - 2125 943 900 983 945 1029 975 1064 1035 1093' 1075 - - - - 2250 1991 . 1000 1035 - 1076 1078 1125 - - 230 Volts-Standard Motor . uliey$Belt Airflow - (Ft3/Mln) 010 0.20 0.30 0.40 0.50 0.60 0.10 RPM WATTS RPM' WATTS RPM WATTS RPM WATTS RPM WATTS RPM WATTS RPM WATTS .1750 - '805 725 874 .745 920 765 963 .780 1000 810 1046 860 -1875 805 950 851 770 925 815 966 830 .1000 865 1040 -900 1086 970 2000 862 825 920 855 966 880 1000 920 -1046 970 1086 1050 - - - 2125 - 925 910 977 950 1012 975 1020 985 1092 1000 - - - - 2250 977 . 1010 1023 1050 1063 1035 1092 1160 - - - - - - - - 40 Volts-Standard Motor Pulley & Belt Airflow (W/Min) 0.10.. . ' 020 0.30 0.40 0.b0 0.60 0.10 .RPM WATTS RPM WATTS RPM WATTS . RPM I WATTS RPM I WATTS RPM WATTS RPM WATTS 1750 - -- 805 675 '851 710 897 1 -750 948 790 994, 820 1035 860. 1875 -816 715 839 -735 -902 795 943 835 989 865 1035 - 915 1078 975 2000 862 -800 914 845 960 890 1000 935 1035 995 1078 1025 - - 2125 920 - 900 966 .940 1006 990 1040 1035 1081 1090 - - - - - 2250 977 1005 1 1017 1060 1058 1125 1092 1165 - - Values shown for Model 542E are without air filter. Values shown for Model 542D are with factory-supplied 1-inch air filters. Use values shown for Model 542D when using the accessory field-installed downflow plenum with Model 542E. -Indicates portions of the table that are beyond the drive range 542D & 542E DETAILED COOLING CAPACITIES OUTDOOR COIL ENTERING AIR TEMPERATURE OF Indoor oIl r 85 , Capacity I - I Capacity Total Capacity Total Capacity Total Ftr EEWB I MBtuh I 1DB tLWB Sys MBtuh Sys MBtuh Sys MBtuh Sys Mm KW 1DB LWB KW LDB LWB kW LDB LWB KW j."Total senfl Total Sans Total I Sans Total I Sens 42Eq . 800 67 256 18.0 56.8 55.4 3.05 23.8 17.3 57.8 56.3 3.23 22.0 16.6 58,7 57.2 3.39 20.1 15.8 59.6 58.1 3.56 63 236 21.0 53.0 51.3 2.95 21.9 20.2 54.0 52.2 3.13 20.3 19.4 55.1 53.1 3.29 18.6 18.6 56.1 54.0 3.45 oi 14.9 62.9 61.6 - Tf- 3.40 24.3 14.3 63.7 62.3 3.59 22.4 13.6 64.4 63.1 3.78 900 67 26.1 19.0 58.2 56.6 3.11 24.2 18.3 59.0 57.5 3.29 22.3 17.6 59.9 583 3.46 20.4 16.9 60.7 59.1 3.63 63 24.1 22.3 54.5 52.5 3.02 22.4 21.5 55.4 53.3 3.20 20.7 20.6 56.5 54.1 3.36 19.1 19.1 57.6 54.9 3.53 - TFiT iT' 3.24 '26.5 15.6 64.062.53.4624.6 14.9 64.6 63.2 3.64 22.7 14.3 65.3 63.8 3.83 1000 67 26.3 20.0 59.4 57.7 3.16 24.5 19.4 60.1 '58.4 3.35 22.6 18.6 60.9 59.1 3.53 20.6 17.8 61.7 59.8 3.70 63 24.6 23.6 585i53J)9292265&754.23.27232358J5&83A5I9819859A555362 1EO3o -- - 1-.Y 17.7 61.5 60.1 3.57 31.0 17.1 62.1 60.7. 3.82 29.1 16.5 62.8 61.4 4.04 27.1 15.8 63.5 62.1 427 950 67 30.8 21.7 57.3 55.7 3.51 289 ' 21.0 58.0 56.5 3.73 26.8 20.2 58.9 57.3 3.93 24.7 19.4 59.7 58.1 4.13 63 285 25.4 53.4 51.5 3.43 26.7 24.5 54.3 52.4 3.63 24.8 23.6 55.3 53.2 3.82 22.9 22.7 56.3 54.0 4.01 iiö -iä 63.3 61.6 3.64 31.5181 63.7 62.1 3.89 29.5 17.5 64.2 62.7 4.12 27.6 16.9 64.8 63.3 4.35 1100 67 31.3 23.2 59.1 57.2 3.59 29.4 22.5 59.7 57.9 3.81 27.3 21.8 60.3 58.6 4.02 25.2 21.0 61.0 59.3 4.23 63 29.3 27.4 55.2 53.0 3.521 .4 26.5 56.1 53.7 3.72 25.5 . 25.3 57.1 54.4 3.92 23.5 23.5 582 55.1 4.12 71 33.1 64.7 62.8 3.71 1 31.7.19.0 64.9 63.2 3.97 29.8 18.4 65.4 63.7 4.20 27.9 17.9 65.8 64.24.44 1250 67 31.6 24.5 60.5 58.4 3.66 29.7 23.9 61.0 59.0 3.88 27.7 23.3 61.5 59.5 4.10 25.7 22.6 62.0 60.1 4.32 63 30.0 29.2 56.8 54.1 3.60 28,0 28.0 57.8 54.7 3.82 26.3 26.3 59.1 55.2 4.03 24.6 24.6 60.4 55.8 4.24 542E036 - 71- 40.0 22.2 61.6 60.5 4.44 37.7 '21.4 62.2 61.2 4.70 35.3 20.6 62.9 61.8 4.94 32.8 19.8 63.6 62.5 5.18 1200 67 37.3 27.3 57.4 56.2 4.32 34.9 26.3 58.2 57.0 4.55 32.4 .25.4 59.0 57.5 4.77 30.0 24.4 59.8 58.5 4.99 63 ' 34.6 31.9 53.7 52.1 4.19 32.4 30.9 54.4 52.8 4.41 30.4 29.8 55.3 53.5 4.63 28.3 28.3 56.2 54.2 4.85 7E 40.4 23.3 62.9 61.7 4.53 381 22.5 63.4 62.2 4.79 35.7 21.7 64.0 62.8 5.03 33.2 20.9 64.6 63.5 5.27 1350 67 1 37.8 289 58.7 57.4 4.41 35.4 28.0 59.4 58.1 4.64 32.9 27.0 60.1 58.7 4.86 30.4 26.0 60.8 59.4 5.09 3 35.3 34.0 55.0 53.2 4.29 33.2 .32.8 55.9 53.8 4.52 31.2 31.2 57.1 54.4 4.75 29.1 29.1 58.3 55.0 4.98 7140.7 24.3 63.9 62.6 4.60 38.5 .23.6 64.4 63.1 4.87 35.8 22.7 64.9 63.7 5.11 33.2 21.9 65.5 64.3 5.36 1500 67 38.1 30.4 59.8 58.3 4.48 35.8 29.6 60.4 58.9 4.73 33.3 28.6 61.0 59.5 4.95 30.8 27.6 61.7 60.1 5.18 63 36.0 1 35.7 1 56.3 1 54.0 1 4.39 1 34.0' 34.0 1 57.5 1 54.6 4.63 32.0 32.0 58.8 55.1 4.87 30.0 30.0 60.1 55.7 5.11 542E042 71 45.5 24.6 61.4 60.0 4.77 42.6 23.6 62.2 60.8 5.06 39.6 22.5 63.0 61.6 5.36 36.5 21.4 63.8 62.4 5.65 1300 67 422 29.8 57.5 55.8 4.65 39.3 28.6 58.4 56.7 4.92 36.3 27.5 59.2 57.5 5.19 33.4 26.3 60.1 58.4 5.46 63 38.9 34.7 53.8 51.7 4.52 36.3 33.4 54.7 52.6 4.79 33.6 32.1 55.7 53.4 5.05 30.9 30.8 56.7 54.2 5.31 71 46.1 25.8 63.1 61.5 4.87 43.1 '24.8 63.8 62.2 5.17 40.1 23.8 64.4 62.9 5.47 37.0 22.8 65.1 63.5 5.76 1500 67 43.0 31.9 59.1 57.3 4.77 40.0 30.7 59.9 58.0 5.04 36.9 29.5 60.7 58.8 5.32 33.8 28.3 61.5 59.5 5.59 63 40.0 37.4 55.5 53.1 4.65 37.2 36.0 56.5 53.8 4.92 34.5 34.3 57.5 54.6 5.19 31.8 31.8 58.6 55.3 5.47 71 46.2 26.7 64.6 62.7 4.96 43.3 25.9 65.1 63.3 527 40.3 24.9 65.6 63.8 5.57 37.3 23.9 662 64.4 5.86 1700 67 43.6 33.9 60.4 58.4 4.88 40.6 32.7 61.1 59.0 5.16 37.4 31.5 61.8 59.7 5.43 34.3 30.3 62.5 60.3 5.71 63 40.8 39.7 57.1 54.2 4.77 38.1 37.9 58.1' 54.8 5.05 35.6 35.6 59.4 55.4 5.34 33.1 33.1 60.8 55.9 5.63 542E048 71 53.5 29.4 62.0 60.6 6.13 '50.2 28.3 62.7.61.3 6.52 46.6 27.0 63.4 62.1 6.89 43.0 25.8 64.2 62.8 7.26 1550 67 49.9 36.0 57.9 56.3 5.96 46.3 .34.6 58.8 572 6.31 42.8 33.2 59.6 58.0 6.65 39.3 31.8 60.5 58.8 6.99 63 46.2 42.1 542 52.2 5.78 43.0 40.5 55.2 63.0 6.11 39.9 38.9 56.1 53.8 6.45 36.8 36.8 57.1 54.6 6.79 71 542 30,7 63.3 61.8 6.25 50.8 '29.7 63.9 62.4 6.64 47.1 28.4 64.6 63.1 7.01 43.4 272 65.2 63.8 7.39 1750 67 50.5 38.1 59.3 57.5 6.08 47.0 36.8 60.0 58.3 6.44 43.5 35.4 60.8 59.0 6.78 39.9 34.0 61.5 59.7 7.12 63 1 472 44.8 55.7 53.3 5.92 44.0 43.0 56.6 54.0 6.26 40.9 40.9 57.8 54.7 6.61 37.9 37.9 58.9 55.4 6.96 71 54.6 32.0 64.4 62.7 6.36 51.1 30.9 6.75 475 29.8 65.5 63.9 7.13 43.9 28.7 .064.5 7.51 1950 67 1 51.1 40.1 60.5 58.5 6.19 47.6 .38.9 65.0E13:3 61.11 6.56 43.9 37.4 61.8 59.8 6.90 40.2 36.0 62.5 60.4 7.25 63 48.0 47.1 57.0 54.2 6.05 44.9 44.9 58.1 9 6.41 42.0 42.0 59.5 55.4 6.78 39.2 39.2 60.9 56.0 7.14 542U060 & 542E060 71 65.0 36.9 60.4 60.0 .7,36 61.0 35.5 61.2 60.8 7.78 56.6 34.0 62.0 61.6 8.16 52.3 32.5 62.8 62.4 8.54 1900 67 60.5 44.7 56.3 55.7 1.11 56.4 43.1 572 56.6 7.48 52:4 41.5 58.0 57.4 7.83 48.4 39.9 588 58.2 8.18 6356.3 52.0 52.5 51.6 .6.86 52.6 50.3 53.4 52.4 7.21 49.0 48.3 54.4 53.2 7.56 45.4 45.4 55.4 54.0 7.92 71 66.0 389 61.8 61.2 7.43 62.0 37.6 62.4 61.9 7.85 57.6 36.1 63.1 62.6 8.24 53.2 34.7 63.8 63.3 8.64 2150 67 61.7 47.7 57.7 57.0 7.19 57.5 46,1 58.4 57.7 7.57 53.3 44.5 59.2 585 7.92 49.1 42.8 60.0 59.2 827 63 57.7 55.7 53.9 52.7 6.96 54.1 53.6 54.9 53.4 7.33 50.7 50.7 56.3 54.1 7.71 47.3 47.3 57.7 54.8 8.09 71 66.8 40.8 62.9 62.2 '7.49 62.7 39.6 63.4 62.8 7.92 58.4 38.2 64.0 63.4 8.31 54.0 36.8 64.6 64.0 8.71 2400 2400 1 67 67 62 62.8 50.7 58.8 58.0 7.27 58.4 ~ 49.0 410 59:5 59.5 58.6 58:6 1 7 7.64 54.2 47 47.3 60.2 59.3 8.00 7 , 49.9 45.6 60.9 59.9 835 63 63 59.1 59.1 58.8 55.4 53.7 7.05 55.7 58.855.453.77.0555.755,7.56,754,37.4552,352.358.154.878448.9 -7 ,q 48.9 59.5 99 554 554 8.24 NOTES: Total and sensible capacities are net capacities. Blower motor heat has been subtracted. Sensible heat capacities shown are based on 80F entering air at the indoor coil. For sensible capacities at other than 80F, deduct 850 Btuh per 1000 tt3/min of indoor coil air for each degree below 80F, or add 850 Btuh per 1000 ft3/min of indoor coil air per degree above 801. Total system KW includes compressor KW, outdoor fan motor KW, and indoor blower motor KW. S 11 DETAILED HEATING CAPACITIES -Model 542E; Sizes 024, 030, & 036 Outdoor Coil Air Instantaneous Capacity (MBtuh) Integrated Capacity (MBtuh) Total Power Input (1(W) Instantaneous Capacity (MBtuh) Integrated Capacity (MBtuh) Total Power Input (1(W) Instantaneous Capacity (MBtuh) Integrated Capacity (MBtuh) Total Power Input (1(W) Temp Indoor Coil Air Temp ( EDB) Indoor Coil Air Temp (F EDB) Indoor Coil Air Temp (F 108) (°F EDB) 65 I 70 I 75 65 I 70 I 75 65 1.70 I 75 65 1701 75 65 1 70 I 75 J 65 tb I 75 65 I 70 I 75 I 65 I 701 75 65-l' 70 I 75 Size Indoor Coil Airflow (Ft/Min) Indoor Coil Airflow (Ft3/Min) Indoor Ccli Airflow (Ft/Min) 024 800 90 - 1000 62 .3 30.6 29.9 31.3 30.6 29.9 3.09 3.17 3.2b 31.9 31.2 30.5 31.9 .2 30.5 3.08 3.16 3.24 31.01 32.5 31.7 31.0 3.0, 3.16 3.24 57 9.4 b 29.4 28.0 3.00 3.07 3.14 30.0 29.3 28.5 30.0 .3 28.5 2.99 3.07 3.14 30.5 29.7 29.0 30.5 29.7 29.0 2.99 3.07 3. 52 .5 268 26.1 27.5 26.8 26.1 2.91 2.9 3.04 28.0 27.3 26.6 28.0 .3 26.6 2.91 2.98 3.04 5J.8 27.1fä.5 27.8 27.1 2.91 2.98 3.05 47 25.6124.9 24.2 25.6 24.9 24 2822 2.94 . 1 5.4 24.7 26.1 42422 158 52582512432 2 42 .7.23.022.322.8 22.2 T. 2.722. 2. 24.1 23.5 22.8 23.3 22.7 22.0 2.73 .2.79 2.85 4[3.923.2I.723.122.42./s2.812.7 37 .7 21.1 20.4 20.1 19.5 18. 2.63 2.68 2.7 22.2 21.5 20.9 20.5 .9 19.3 2.65 2.70 2.75 .9 21.3 20.9 20.3 19.7 2.6/ 2.72 2.77 32 19.8 19.2 18.5 17.4 16.9 16. 2.54 2. 2. 20.2 19.6 18.9 17.8 17.2 16.6 2.56 2.61 2.65 I 0.0 19.3[iil 17.5 16.9 2.64 2.68 27 18.0 17.3 16.6 16.0 15.4 14. 2.44 .2. 2. 18.3 17.7 17.0 16.3 15.7 15.1 2.47 ;2.51 2.54 18.7 118.0 17.4 1 16.6 16.0 15.4 2.49 2.54 2.57 22 16.1 15.5 14.7 14.5 13.9 13. 2.34 2.37 2.4 16.5 15.8 15.1 14.8 14.2 13.6 2.37 2.41 2.44 16.8 16.1 15.4J 15.1 14.5 13.9 2.40 2.44 2.47 17 14.2 13.6 12.9 13.1 12.4 11. 2.24 .2.27 2. 14.6 13.9 13.2 13.4 12.8 12.1 2.27 2.30 2.33 14.f14.2 13.5 13.6 13.0 12.4 2.31 2.34 2.37 12 12.4 11.7. 1 11.6 11.0 10. 2.14 2.16 2. 12.7 12.0 11.3 11.9 11.3 10.6 2.18 .2.20 2.22 13.0 12.3 11.6 12.2 11.5 10.9 222 2.24 2.261 7 10.5 9.81 9. 10.2 9 8. 2.04 2.06 2. 7 10.8 10.1 9.37 10.4 1.80 9.10 2.08 2.10 2.11 11.0 .10.4 [10.7 10.0 9.34 2.12 .2.14 2.16 8.65 7.93 7.2 8.65 7. 1.94 1.95 1. 8.91 8.21 7.45 8.91 8.21 7.45 1.99 2.00 2.01 9.14 8.46 7.68 9.14 8.46 7.68 2.03 2.04 2.05 - 6.78 6.04 5.3 6.78 6 5. 1.84 1.85 1. 7.02 6.31 5.54 7.02 6.31 5.54 1.89 1.89 1.90 7.23 6.54 5.75 7.23 :6.54 5.75 1.94 1.94 1.95 -8 4.92 4.16 3.4 4.92 41 3. 1.74 1.74 1. 5.13 4.42 3.62 5.13 4.42 3.62 1.79 1:79 1.79 5.3,21-4.6213.81 5.32 4.62 3.421'.2.70 3.81 1.85 1.85 1.84 -13 3.06 2.28 1.5 3.06 2 1. 1.64 1.63 1. 3.24 2.52 1.71 3.24 2.52 1.71 1.70 1.69 1.69 3.4 2.70 1.87 1.87 1.75 1.15 1.74 Size Indoor Coil Airflow (Ft /Min) - Indoor Coil AirfIow5IMmn) - - Indoor Coil Airflow(Ft3/Mln) - 030 . 1100 I10 62 35.5 34.6 33.9 35.5 34.6 33.9 3.47 3.55 3. 36.3 35.5 34.7 36.3 35.5 34.7 3.46 3.54 3.63 7.0 36.2 35.3 37.0 36.2 35.3 3.46 3.55 3.63 57 33.3 32.5 31.8 33.3 32.5 31.8 3.39 3.46 3. 34.1 33.3 32.5 34.1 33.3 32.5 3.38 3.46 3.54 4.8 34.0 34.8 34.0 33.2 3.38 3.47 3.55 52 3L2 30.4 29.7 TI7 3.3013.37 . 393L23043L93123043303383A5 .5 318 3L0325 31131.0 331339147 47 29.1 28.3 27.6 29.1 28.3 27.6 3.22 3.28 3. 29.7 29.0 28.3 29.7 29.0 28.3 3.22 3.29 3.36 .3 29.6 28.8 30.3 .29.6 28.8 3.24 3.31 3.38 42 26.9 26.2 25.5 26.0 25.3 24.6 3.13 3.19 3. 27.6 26.8 26.1 26.6 25.9 25.2 3.14. 3.21 3.27 .1 27.4 26.6 27.1 :26.4 25.7 3.16 3.23 3.30 37 24.8 24.1 23.4 22.9 22.3 21.6 3.05 3.10 3. 25.4 24.7 24.0 23.5 22.8 22.2 3.07 3.13 3.18 .8 25.2 24.5 23.9 23.2 22.6 3.09 3.16 3.21 32 22.7 22.0 21:3 19.9 19.3 18.6 2.96 3.01 3. 23.2 22.5 21.8 20.3 19.8 19.1 2.99 3.04 3.09 .6 23.0 22.3 20.7 20.1 19.6 3.02 3.08 3.13 27 20.6 19.9 19.2 18.3 17.7 17.0 2.87 2.91 2. 21.1 .20.4 19.7 18.7 18.1 17.5 2.90 2.95 2.99 .5 20.8 20.1 19.1 18.5 11.9 2.94 .2.99 3.03 22 18.5 17.8 17.1 16.7 16.1 15.4 2.77 2.81 2. 19.0 18.3 17.6 17.1 16.5 15.8 2.81 2.85 2.89 .4 18.7 18.0 17.5 16.8 16.212.85 2.90 2.94 17 16.5 15.7 15.0 15.1 14.4 13.7 2.68 2.71 2.74 16.9 16.2 15.4 15.5 14.8 14.1 2.72 2.76 2.79 .3 16.6 15.8 15.8 15.2 14.5 2.11 2.81 2.84 12 14.4 13.6 12.9 13.5 12.8 12. 2.58 2.61 2. 14.8 14.1 13.3 13.9 13.2 12.5 2.63 2.66 2.69 .2 14.4 13.7 14.2 13.6 12.8 2.69 2.72 2.74 7 12.3 11.6 10. 11.9 11.2 10.4 2.49 2.51 2. 12.7 12.0 11.2 12.3 11.6 10.8 2.55 2.57 2.59 .1 12.3 11.5 12.6 11.9 11.2 LOU 2.63 2.65 2 10.3 9.48 8.671 10.3 1 9.48 8.67 2.40 2.41 2.4 10.6 9.85 9.01 10.6 9.85 9.01 2.46 2.47 2.49 .10.29.3710.910.2,.2.532. -3 8.20 7.39 6.5 8.20 7.39 6.5 2.30 2.31 2. 8.55 7.7 6.88 8.55 7.73 6.88 2.37 2.38 2.39 8.83 8.05 7.21 8.8 .8.05 7.21 2.44 2.4412.45 -8 6.14 5.30 4.4 6.14 5.30 4.4 2.21 2.21 2. 6.46 5.62 4.74 6.46 5.62 4.74 2.28 228 2.28 6.72 5.92 5.06 6.7 5.92 5.06 2.35 .2.3512.36 -13 4.07 3.21 2.3 4.07 '3.21 2.3 2.11 2.11 2. 4.37 3.5 2.61 4.37 3.51 2.61 2.19 2.19 2.18 4.60 3.79 2.90 4.60 3.79 2.90 2.27 226 2. Size - - dooriA1iwifl /M - - - Iori Airflow (Ft/) - - - Indoor Call Airflow (Ft3/Mln) - - 036 1200 1350 1500 62 43.7142.8 41.9 43.7 42.8 41.9 4.21 .432 4.42 44.4 43.6 42.7 44.4 43.6 42.7 4.21 .4.32 4.42 45.0 44.2 43.2 45.0 44.2 43.2 4.22 4.33 4.43 57 41.j40.3 39.5 41.1 40.3 39.5 4.08 4.18 4.28 41.8 41.0 40.1 41.8 41.0 40.1 4.08 4.18 4.28 42.4 41.5 40.7 42.4 41.5 40.7 4.09 .4.20 4.29 52 38.J37.8 37.0 38.6 37.8 37.0 3.95 4.04 4.13 39.2 38.4 37.6 39.2 38.4 37.6 3.95 .05 4.14 39.7 .38.9 38.1 39.7 38.9 38.1 3.97 4.07 4.16 47 36.1 35.2 34.5 36.0 35.2 34.5 3.81 3.90 3.99 36.6 35.8 35.0 36.6 35.8 35.0 3.82 3.91 4.00 37.1 36.3 35.5 37.1 36.3 35.5 3.85 3.94 4.02 42 33.4 132.7 32.0 32.3 31.6 30.9 3.68 3.76 3.84 33.9 33.2 32.5 32.8 32.1 31.4 3.70 3.78 3.86 34.4 33.7 32.9 33.2 32.5 31.8 3.72 .3.81 3.89 37 3081 30.2 29.5 28.5 27.9 27.3 3.55 3.62 3.70 31.3 30.6 29.7 29.0 28.3 27.7 3.57 3.65 3.72 31.7 31.1 30.4 29.4 28.7. 28.1 3.60 3.68 3.75 32 28.1127.6 27.0 24.8 242 23.7 3.41 3.48 3.55 28.7 28.0 27.4 25.2 24.6 24.0 3.44 3.51 3.58 29.1 28.4 27.8 25.5 .24.9 24.4 3.47 355 3.62 27 25.15.2 24.6 23.0 22.4 21.8 3.28 3.34 3.40 26.3 25.6 25.0 23.3 22.8 22.2 3.31 '3.37 3.43 26.6 26.0 25.4 23.6 23.1 22.5 3.35 3.41 3.47 22 23.5 22.8 22.2 21.1 20.6 20.0 3.14 3.19 3.25 23.8 23.2 22.6 21.5 20.9 20.3 3.18 '3.23 3.29 24.2 23.6 22.9 21.8 212 20.7 3.22 3.28 3.33 17 21.1 20.4 19.8 19.3 18.8 18.1 3.00 3.05 3.10 21.4 20.8 20.2. 19.6 19.1 18.5 3.05 3.09 3.14 21.7 21.1 20.5 19.9 19.4 18.8 3.09 3.14 3.19 12 18.7 18.1 17.4 17.5 16.9 16.3 2.87 2.91 2.95 19.0 18.4 17.7 17.8 17.2 16.6 2.91 19.2 .18.7 18.0 18.0 17.5 16.9 2.96 .3.00 3.04 7 16.3 15.7 15.0 15.7 15.1 14.4 2.73 2.76 2.79 16.5 16.0 .153 15.9 15.4 14.8 2.78 16.8 16.3 15.6 16.2 15.7 15.1 2.83 :2.87 2.90 2 13.9 13.3 12.6 13.8 13.3 12.6 2.5.9 2.62 2.64 14.1 13.6 .12.9 14.1 13.6 12.9 2.65 14.3 13.8 13.2 14.3 13.8 13.2 2.71 2.73 2.76 -3 11.5 10.9 10.2 11.5 10.9 10.2 2.46 2.47 2.49 11.7 11.2 10.5 11.7 2.61 -8 11.2 10.5 2.52 A.2.542.56 11.9 11.4 10.7 11.9 11.4 10.7 2.58 .2.60 9.05 8.48 7.74 9.05 8.48 7.74 2.32 2.33 2.34 9.24 8.74 8.08 9.24 8.74 8.08 2.39 9.40 8.96 8.29 9.40 8.95 8.29 2.45 2.46 2.47 -13 6.65 6.085.346.656.085.342.182.192.196.81.335.666.816.335.66 2.26 6.94 - 6.53 - - 5.85 6.94 - 6.53 - - - 5.852.322.332.33 - - NOTES: 1 1. Instantaneous heating capacity values shown include indoor blower motor heat. These values ignore the effect of outdoor coil frost buildup. Integrated heating capacity values shown are net values to which indoor blower motor heat has been added and from which the defrost effect has been subtracted. To obtain total system heating capacities, add the heating capacity of the supplemental electric heaters to the integrated capacities. 3. Total power input values include the compressor, outdoor fan, and indoor blower motors. ... . . Outdoor instantaneous Integrated Power instantaneous Integrated Power Instantaneous integrated Power Coil Capacity Capacity input Capacity Capacity IliPUt Capacity Capacity input Air (MBtuh) (MBtuh) (1(W) (MBtuh) (MBtuh). (1(W) (MBtuh) (MBtuh) (1(W) Total . f Total Total Tern indoor Coil Air Temp (F EDB) Indoor Coil Air Temp (°F lOB) Indoor Coil Air Temp (°F 1DB) (°FEDB) 65170I75J65F70175 651.70175 .65.[7OJ75 65170175 65170175 65701 7565 1 701 75 1 65 1 701 75 Size Indoor Coil Airflow (FtfMin) :. - Indoor Coil Airflow (Ft3/Min) indoor Coil Airflow (Ft3/Min) 042 1300 .',:lSOO 1700 - 62 8 50.6 49.5 51.8 0.6 49.5 4.5814.70 4.82 53.1 51.8 50.6 53.1 51.8 50.6 4.57 4.69 4.81 54.2 52.8J51.6 54.2 52.8 51.6 4.58 4.70 4.82 57 4 .47.3 462 4 4 .3 462 14.55 4.66 49.6 484 47.2 49.6 48.4 47. 4.44 4.55 4.67 50.6149.3 48.1 50.6 49.3 48.1 4.45 4.57 468 52 o iä .0 43. 4.31 [4.41 4.51 461 44.9 43.8 46.1 44.9 43. 4.31 4.42 4. 47.0 45.8J44.7 47.0 45.8 44.7 4.33 4.44 4.54 ""47 41.6 .40.5 39.4 41.6 40.5 39.4 4.17 14.27 4.36 42.6 41.5 40.4 42.6 41.5. 40.4 4.18 4.28 4. 43.5 42.3J41.2 43.5 42.3 41.2 4.21 4.31 4.41 42 .2 37.1 36.1 36.9 35.9 34.9 4.04 [4.12 4.20 39.1 38.1 37.0 37.8 36.8 35.7 4.06 4.15 42 39.9 38.8J37.7 38.5 37.5 36.5 4.09 4.18 4.27 37 4.8 .2 .3 30.3 390 [398 4.05 35.6 34.6 33.5 33.0 32.1 31.1 3.93 4.01 4. 36.3 35.3J34.2 33.6 32.7 31.7 3.97 4.05 4.13 32 .4 30.4 29.3 27.6 6.7 25.7 3.76 [3.83 3.9 32.1 31.2 30.1 28.2 27.3 26. 3.80 3.88 3. 4 32.7 31.8 30.8 28.7 27.9 27.0 3.85 3.93 4.00 27 .2 27.2 26.2 25.1 4. 23.2 3.62 [3.68 3:74 28.9 28.0 26.9 25.7 24.8 23.9 3.67 3.73 3. 29.5 J27.5 26.2 25.3 24.4 3.72 3.79 3.85 22 .1 24.1 23.0 .6 .7 20.8 348 [3.54 3. 25.7 '24.7 23.7 23.2 22.3 21.4 3.53 3.59 3. 26.3 3T24.3 23.8 22.8 21.9 3. 3.65 3.71 17 - .9 W .i 9.2 18.3 3.33 3.39 3.4 22.5 .21.5 20.5 20.6 19.7 18. 3.39 3.45 3. 23.0 i12ITo 21.1 20.2 19.3 3.4 3.51 3.57 19.8 i]17.8 18.6 17.7 16.7 3,3 3.37 3.42 7 .6 .14.6 13.6 15. 14.2 13.3 3.04 3.09 3.13 161 15.1 14.1 15.6 14.7 13.7 3.11 3.16 16.5 i[14.5 16.0 15.1 14.1 3. 3.23 3.28 2 .4 .fl5 10.5 12.4 11.5 10.5 2.90 2.94 2.9 12.9 11.9 10.9 12.9 11.9 10. 2.98 3.02 13.3 111111.3 13.3 12.3 11.3 3.0 309 3.13 -3 2 .8.31 7.38 9.2 31 7.3812. 6 7 2.8 9.67 8.61 7.69 9.61 8.67 7.6 2.84 2.87 10.0 9.0 8.02 10.0 9.00 8.02 2.9 2.95 2,99 12 .7 .1.7.8 16.8 17.6 16.7 15.8 3.19 3.24 3.2 19.3 18.3 17.3 18.1 17.2 16. 3.25 3.30 d76 -8 06 -5.15 4.25 6.0 515 4.25 2.61 2.67 6.461-5.45 4.49 6.46 5.45 4.4 2.70 2.73 6.76 5.73 4.76 6.7 5.73 4.76 2.7 2.82 2.85 -13 2.89-2,00 1.11 2.8 200 1.11 2.2 3.25 224 1.29 3.25 2.24 1.29--22-5-6-1[--259-1 2..351 2.47 1.51 3.5 2.47 1.51 2.66 2.68 2.70 Size - Indoor 1-11 rtiowifMin) Indoor Coil Airflowijt - Indoor Coil Airf low ifMinl - 048 1550 . . 1750 - 1950 62 59.3 1 57.9 56.7 1 59.3 .956.7 5.82 57 55.81-54.5 53.2 55.8 54.5 53.2 5.60 5. 56.9 55.5 54.2 56.9 55.5 54.2 5.59 5.73 5.88 57.8 56.4 55.1 57.8 56.4 55.1 5.59 5.74 5.89 52 .3 .51.0 49.8 52.3 .0 49.8 .37 5.64 53.3 52.0 50.7 53.3 52.0 50.7 5.37 5.51 5.64 54.1 52.8 51.6 54.1 52.8 51.6 5.38 5.52 5.66 47 4 .8 47.6 46.4 48.8 .6 46.4 .15 5.4 49.7 48.5 47.3 49.7 48.5 47.3 5.16 5.28 5.41 50.5 49.3 48.1 50.5 49.3 48.1 5.18 5.31 5.43 42 45.31-44.2 43.0 437 42.7 41.5 4.93 5.04 5.15 .46.1 45.0 43.8 44.5 43.4 42.3 4.94 5.06 5.17 46.8 45.7 44.6 45.2 44.1 43.0 4.97 5.09 5.20 37 41.8 40.8 39.6 387 37.7 36.6 4.70 4.81 4.91 42.6 41.5 40.4 39.4 38.4 37.4 4.73 4.83 4.94 43.2 42.2 41.1 40.0 39.0 380 4.76 4.87 4.97 32 .3 .37.3 36.2 33.6 32.7 31.8 4.48 4.57 4.66 39.0 38.0 36.9 34.2 33.3 32.4 4.51 4.61 4.70 39,6 38.6 37.6 34.7 33.9 30.0 4.55 4.65 4.75 27 34.91-33.9 32.7 31.0 30.1 29.1 4.26 4.34 4.42 35.5 34.5 33.4 31.6 30.6 29.7 4.30 4.39 4.47 36.1 35.1 34.0 32.0 31.1 30.2 4.34 4.43 4.52 22 1.5 30.4 29.3 28.3 27.4 26.4 4.04 4.11 4.19 32.1 31.0 29.9 289 28.0 26.9 4.08 4.16 4.24 32.6 31.6 30,5 29.4 28.4 27.5 4.13 4.21 4.29 26.4 26.2 25.3 24.2 3.86 3.94 4.00 29.1 281 26.9 26.7 25.7 24.7 3.92 3.99 4.06 12 4.6 23.5 22.4 3.1 22,0 21.0 3.59 3.65 3.71 22.9 23.6 22.6 21.5 3.65 3.71 3.77 25.6 24.5 23.4 24.1 23.0 21.9 3.71 3.77 3.83 7 1.2 20.0 18.9 0.4 19.4 18.3 3.37 3.42 3.48 19.4 20.9 19.9 18.8 3.43 3.4 3.54 22.2 21.0 19.8 21.4 20.3 19.2 3.50 3.55 3.61 17 2&0 126.9 25.8 5.7 24.7 23.7 3.81 3.88 3.95 $ 7.846.60 2 7.7 .16.6 15.4 17.7 16.6 15.4 3.14 3.19 3.24 15.9 18.2 17.1 15.9 3.21 3. 3.31 18.7 17.5 16.3 18.7 17.5 16.3 3.28 333 3.38 -3 4.3 13.1 12.0 14.3 '13.1 12.0 2.92 2.96 3.01 12.4 14.8 13.6 12.4 3.00 3. 3.08 15.2 14.0 12.7 15.2 14.0 12.7 3.07 3.11 3.15 -8 0.9 9.65 8.52 10.9 9.65 8.52 2.70 '2.73 2.77 8.8 11.3 10.1 8.85 2.78 2.81 2.84 11.7 10.5 9.19 11.7 10.5 9.19 2.86 2.89 2.92 -13 7.44 6.19 5.06 7.44 6.19 5.06 2.48 2.50 2.53 0 5.3.4 7.84 6.60 5.34 2.56 2. 2.61 8.24 6.98 5.64 824 6.98 5.64 2.65 2.67 2.69 Size Indoor Coil Airflow/Mrn) ioor Awi/) - - orii Awi/) 060 1900 . - 2150 2400 62 71.1 69.5 67.9 71.1 69.5 67.9 6.89 [7.04 1 7.18 72.5 .70.9 69.3 172.5 170.9 69.3 6.90 17.05 7.20 73.7 72.1 1 70.5 173.7 72.1 70.5 6.93 7.09 7.24 57 66.8 65.3 638 66.8 65.3 63.816.66 6.80 6.93 68.2 6.6.6 65.0 68.2 65.6 65.0 6.68r6.82 6.96 69.3 67.7 66.2 69.3 67.7 66.2 6.72 6.86 7.01 52 62.5 61.1 59.6 62.5 61.1 59.6 6.43 16.56 6.69 63.8 62.3 60.8 63.8 62.3 60.8 6.46F6.59 6.72 64.8 63.3 61.9 64.8 63.3 61.9 6.50 6.64 6.77 47 58.3 56.9 55.5 58.3 56.9 55.5 6.20 [6.32 6.44 59.4 58.0 56.6 59.4 58.0 56.6 6.24 1.36 6.48 60.4 59.0 57.6 60.4 59.0 57.6 6.29 6.42 6.54 42 54.0 52.7 51.3 52.1 50.9 49.5 5.97 [6.09 6.19 55.1 53.7 52.4 53.2 51.9 50.6 6.02T6.14 6.25 56.0 54.6 53.3 54.0 52.7 51.4 6.08 6.20 6.31 * 37 49.7 .48.5 47.1 46.0 44.8 43.6 5.74 5.85 5.94 50.7 49.4 48.1 46.9 45.7 44.5 5.80f.91 6.01 51.5 50.3 48.9 47.7 46.8 45.3 5.86 5.97 6.08 32 45.5 '44.3 43.0 39.9 38.8 37.7 5.52 [5.61 5.70 46.3 45.1 43.9 40.6 39.6 38.5 5.58 13.68 5.77 47.1 45.9 44.6 41.3 .40.3 39.2 5.65 5.75 5.84 27 41.3 40.1 38.8 36.7 35.6 34.4 5.28 [5.37 5.44 42.2 40.9 39.7 37.4 36.3 35.2 5.35 F5.44 5.52 42.9 41.7 40.4 38.1 37.0 35.8 5.43 5.52 5.60 22 37.2 35.9 34.6 33.5 32.4 31.2 5.05 [.5.12 5.19 380 36.7 35.4 34.2 331 31.9 5.13 1 .20 5.27 387 31.4 36.1 34.9 33.7 32.5 5.21 5.29 5.36 17 33.1 31.8 30.4 30.3 29.2 27.9 4.81 14.88 4.94 338 32.5 31.2 31.0 29.9 28.6 4.901 .97 5.03 34.5 33.2 31.8 31.6 30.5 29.2 4.99 5.06 5.12 2 120.7 19.3 20.7 19.3 17.9 4.11 4.15 4.18 21.3 200 185 21.3 20.0 18.5 4.22f4.26 4.29 218 20.5 19.0 21.8 20.5 19.0 4.33 4.37 4.40 27.2 25.9 24-614.58 [4.64 4.69 29.7 28.3 26.9 27.8 26.6 25.3 4.67 173 4.78 30.3 29.0 27.6 28.4 27.2 25.9 4.77 4.83 4.88 7 . 24.8 23.5 24.0 22.7 21.414.35 4.39 4.43 25.5 24.2 22.7 24.6 23.4 22.0 4.45J4.49 4.54 26.1 24.7 23.3 25.2 23.9 22.6 4.55 4.60 4.64 12 28.9 27.6 d53 -3 16.6 15.2 16.6 15.2 13.7 3.88 3.90 3.93 1.7.1 15.8 14.2 17.1 15.8 14.2 3.99 4.02 4.04 17.6 16.3 14.8 17.6 16.3 14.8 -4.11 4.1314.16 -8 12.4 11.0 12.4 11.0 9.48 3.64 3.66 3.68 13.0 11.6 10.0 13,011-1.6 10.0 3.77 3.78 3.80 13.4 12.0 10.5 13.4 12.0 10.5 3.89 3.90 3.92 -13 829 6.85 8.29 6.85 5.30 3.41 3.42 3.42 8.79 7.36 5.76 8.79 7.36 5.76 3.54 3.55 3.55 9.21 7.81 6.23 9.21 7.81 6.23 3.67 3.67 3.68 - - - - - - - - - - - - - - - - - - - - - - - - S CAPACITIES ' Model 542E; Sizes 042, 048, & 060-Model 542D060 NOTES: . .. . 1. Instantaneous heating capacity values shown include indoor blower motor heat. These values ignore the effect of outdoor coil frost bu i l d u p . - 2. Integrated heating capacity values shown are net values to which effect has been subtracted. To obtain total system h i a t i n g c a p a c i t i e s , a d d t h e h e a t i n g c p a c i t y o f t h e s u p p l e m e n t a l electric heaters to the integrated capacities *.. 3: Total power input values include the compressor, outdoor tan, and indoor blower motors. 1 •., • .. . . *.- '. 542D & 542E SYSTEM ACCESSORIES & OPTIONAL EQUIPMENT Roof-Mounting Curbs—Designed for use with down-discharge Model 542D060 (and Model 542E with field-installed, downf low plenum), this factory-assembled curb complies with the standards of the National Roofing Contractors Association. Supplemental Electric Heaters—These UL-listed heaters are available in a variety of KW and voltage options to meet most sup- plemental heating application requirements. Single-Point Wiring Kits—These easily installed kits are designed to reduce installation costs by providing for a single power supply for both the heat pump and the electric heater. Efficiency-Alarm Circuit—If there is a compressor malfunction, this protection device "locks out' the compressor and alerts the occupants of the problem. High-Pressure Switch Kit—This switch interrupts the compressor control circuit if the refrigerant system operating pressute become abnormally high. COMPROTEC—This low-voltage automatic resetting circuit prevents compressor rapid cycling caused by thermostat "jiggling" or electrical interruptions in the compressor high- or low-voltage circuits including power supply interruptions. Outdoor Thermostats—An outdoor thermostat kit is available for outdoor temperature control of the second bank of supplemental electric heat when using multibank heaters. A second outdoor thermostat kit is available for outdoor temperature control of the third bank when using the 27-KW electric heater. Vapor-Tube Filter-Drier—A filter-drier is available for installation into the refrigerant system whenever the system has been open for repair. Compressor Quick-Start Kit for Single-Phase Units—Capacitor/relay start components are standard on sizes 042, 048, and 060. A PTC thermistor is standard on sizes 024, 030, and 036. An optional capacitor/relay-type kit is available for sizes 024, 030, and 036. 40°F Low-Ambient Kits—All 3-phase units have a thermostatically controlled two-speed outdoor fan motor that provides for cool- ing mode operation down to 40°F outdoor temperature. Outdoor fan motors on all single-phase units provide for cooling mode opera- tion down to 55°F. Optional cooling mode operation down to 40°F is available for single-phase units when the optional 40°F low- ambient kit is field-installed. High-Capacity Filter Racks—These easily installed, fully insulated filter housings feature high filtering performance and are flanged on both sides for convenient connection within the return-air duct system. Filters are provided. See the System Accessories Product Data Sheet for dimensional details. [T 542D & 542E SYSTEM ACCESSORIES & OPTIONAL EQUIPMENT Description P/N Sizes Used With Roof -Mounting Curb* 304851-302 060(542D)° Optional Low-Static Drive for Belt-Drive Units Motor Pulley P461-3503 94006 Drive Belt (49 in.) Efficiency-Alarm Circuitt 304964-701 024 thru 060f High-Pressure Switch Kit 301619-701 024 thru 060 COMPROTEC . 301600-701 024 thru 060 Outdoor Thermostat & Mounting Bracket P421-6001 024 thru 060 Second Outdoor Thermostat & Relay Kitt P421-6002 048 & 060t Filter-Drier (Vapor Tube) P501-8030 024.030, & 036 P501-8032 042, 048 & 060 Compressor Quick-Start Kit for Single-Phase Units (Capacitor/Relay)" P421-4011 024,030, & 036°' 40°F Low-Ambient Kit for Single-Phase Unitst t 301632-709 024, 030, & 036 301632-710 1 042 & 048 301632-711 060 Relay (for 40°F Low-Ambient Kit)t t , P283-1202 . 024 thru 060 Outdoor Coil Grille 304868-702 024,030, & 036 304868-704 042& 048 304868-705 , 060 High-Capacity Filter Rack (With Filters) . 301591-306 024,030, & 036 301591-302 042 & 048 301591-307 060 Room Thermostat (Subbase Included) With EM. HT. Switch & Indicator Light P271-3454" 024 thru 00 P271-34531tt 024 thru 0601 Without EM. NT. Switch & Indicator Lightt . P271-3773°°° 024 thru 060 'See System Accessories PDS for plenums & curbs for Model 542E. tThermostat P/N P271-3453 or P271-3454 must be used when using alarm circuit. tUsed with 27-KW heater when 3-bank heater operation is desired. "Standard on sizes 042, 048, & 060. PTC-type is standard on sizes 024, 030, & 036. tt5tandard on all 3-phase units. Relay shown must be field-installed to ensure high-speed outdoor-fan-motor operation during heating operation. 14 Recommended for use only when supplemental heater is not used. "Manual changeover. fttAutochangeover. - 542D & 542E ELECTRIC HEAT PACKAGES NOTE: Nominal KW Inputs shown in the table do not Include blower motor heat: Capacities shown are calculated using a factor of 3413 Btuh per nominal KW. -: .These heaters have circuit breaker overcurrent protection.' 'At heater volts shown in the table. fUse only these 75°F copper conductors for field connections to the heater high-voltage terminal board. Do not use any gauge smaller than thoselisted. If other than 75°F copper conductor is used between the field-supplied electrical disconnect switch and the service panel, determine wire size from ampacity shown and the National Electrical Code. These kits contain a special fuêe block (without fuses) and the required high-voltage leads, and are designed to provide for a single c' power supply to the unit for both the unit and the heater. See Single-Point Wiring Kit Electrical Data Table" ',"Requires Requires field-supplied fuses for both the unit and the heater. '. ttRequires field-supplied fuses for the unit only. •.. . ' . • '• ;, . " ttThese heaters must have a separate power supply for the unit and the heater., P/N 303283-206 can be field-connected for single-bank operation at nominal 27KW, for two-bank operation at nominal 108Kw. '(1st) and 16.2KW (2nd); or for three-bank operation at nominal 10.8KW (lst),10.8KW (2nd). and 5.4KW (3rd). (Outdoor Thermostat P/N 301380-703 must be used to control the 3rd bank,.). NOTE: Alt heaters are Internally mounted. All heaters above .10KW can be field-connected for single- or two-bank operation. 1 1 ' .5 5'' .5 4. .5 wc) AT INDICATED AIRFLO-, .' . ' ELECTRIC HEATER PRESSURE DROP (In. W. - .4 - 1 ' . . . 4 ''r• . .'' . MINIMUM AIRFLOW (Ft3/Mln) FOR r ' SAFE ELECTRIC HEATER OPERATION 5. , • . .. . , , - -.5".- 4- . S 4 '4 *Minimum airf low' when using 20-KW heater IS1000Ft3/MIn ' 4 4 4 4 1 3 J5 44 .5 -'k F cc r Sizes Used With . 024thru042 4thru 060 , Heater P/N_, "3283-201 'j3283-202 "THeater' Volts- . -Phase (60 Hz) 208/230-1 208/230.Ti Nomlnal KW @ 240V or 480V Total Heater Capacity(Btuh) Full Load . Amps' 18.0/20.3 27.0/30.5 Ampaclty . for , Wire' Sizing' 22.5/25.4 33.8/38.1 Mm Wire 'Size (AWG)t 10/10 8/8 Max Fuse Size (Amps)' 25/30 35/40 Single- Point Wiring Kit P/Ni 04870-701" 04870-701" ota , !.l 5.0 7-5 KW/Bank 208V 12,820 19.230 230V or 460V 15,670 23,510 ! 5.0 75 - 3283203 208/230r1 100 100 25,640 31,350 36.1/40.6 45.1/50.8 6/6 50/60,' 304870-701" 0303283-204 208/230-1 150 100 50 38,450 47,020 54.1/60.9 67.6/76.1 4/3 70/80 . 04870-702f 00thru060 048& 060 303283-O5 303283-206 208/230-1 '208/230-1 c-20 27.0 100 108 10.0 ' 51.270 69.220 62,690 84,630 72.1/81.2 97.1/108.8 90.1/101.5 121.4/136.0 2/1 1/0-2/0 100/110 125/150 304870-70f 6thru 060 303283-20 208/230-3 10.0 10.0 - 25,640 31,350 20.8/22.7 26.0/28.4 10/10' 30/30 304870-703" 03283-208 _2056/230-3 150 100 50 38,450 47.020 31.1/34.5 38.9/43.1 8/6: 40/45 04570-703" O3283-209 208/230-3 200 100 100 51,270 62,690 41.5/46.0 51.9/57.5 6/4 60/60 0487O-7O3' ______ 648&060 i283-21 208/230-3 250 1Z5 125 64,090 78,360 52.0/57.5 65.0/71.9 4/3 70/80 .tt 48& 060 303283-211 460-3 100 100 - - 31,350 11.5 14.4 14 15 304870-704" 303283-212 460-3 15.0 7.5 7.5 - 47,020 17.2 21.5 10 25 . 04870-704" '03283-213 460-3 5?i' 10.0110-01 - 62,690 23.0 288 10 30 04870-704" 303283-214 460-3 250 125 125 - 78,360 28.8 36.0 8 40 04870-704' a... Airflow (Ft3/Min) r 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 I_0.030 _0.035 _0.040 _0.045 _0.050 _0.055 _0.060__0.070 _0.078 _0.088 _0.098 __0.108 _0.118 _0.128 _0.140 _0.152 - . c-- Heat Pump Size 024 030 036 . . cc ,. . - 5', I., 042 048 060 750 875' '5 . • • 1050 - - - 1250 1400 1750 SINGLE-POINT WIRING KIT ELECTRICAL DATA* Model Volts- Phase Operating Voltage Range Heater P/N (3032834 Branch Circuit Supply t Wiring Kit Fuse Requirements" Full Load Amps Ampacity for Wire Sizing Min Wire Size (AWG)t Max Branch Circuit Fuse Size Heater Fuses Heat Pump Fuses 542E024 208-230-1 197-253 201 34.7/37.0 42.7/45.6 6/6 45/50 (2) 25/30 (2) 30. Not Req'd 202 43.7/42.2 54.0/583 6/4 60/60 (2) 35/40 203 52.8/57.3 65.3/71.0 4/3 70/80 - (2) 50/60 204 70.8/77.6 87.8/96.3 2/1 90/100 542E030 208230:1 197-253 201 40.7/43.0 50.0/52.9 6/6 50/60 F2725/30 (2) 45 __________ 202 49.7/53.2 61.3/65.6 4/4 70/70 (2) 35/40 203 58.8/63.3 72.6/78.3 3/3 80/80 (2) 50/60 204 76.8/83.6 95.1/103.6 1/1 100/110 Not Req'd 205 94.8/103.9 117.6/129.0 0/00 125/150 Not Req'd 542E036 • • 208-230-1 197-253 201 41.9/44.2 51.7/54.6 6/6 60/60 (2) 25/30 (2)45 Not Req'd 202 50.9/54.4 63.0/67.3 4/4 70/70 (2) 35/40 203 60.0/64.5 74.3/80.0 3/3 80/80 (2) 50/60 204 78.0/84.8 96.8/105.3 1/1 100/110 Not Req'd 205 96.0/105.1 119.3/130.7 0/00 125/150 208/230-3 187-253 207 35.6/37.5 43.8/46.2 6/6 45/50 (3) 30/30 (3) 25 (3) 60/60 208 45.9/49.3 56.7/60.9 4/4 60/70 (3) 40/45 209 56.3/60.8 69.7/75.3 4/3 70/80 542E042 230-1 .207-253 201 49.0 60.3 4 - 70 (2) 25/30 (2) 50 ______ 202 59.2 730 3 80 (2) 35/40 203 69.3 85.7 2 90 --(2F50/60 204 89.6 111.0 0 125 Not Req'd 205 109.9 136.4 00 150 Not Req'd 208/230-3 187-253 207 41.8/43.7 51.2/53.6 6/6 60/60 (3) 30/30 (3) 40 (3) 60/60 208 52.1/55.5 64.1/68.3 4/4 70/70 (3) 40/45 209 62.5/67.0 77.1/82.7 3/2 80/90 542E048 230-1 - . 207-253 202 62.4 77.0 3 80 (2) 35/40 (2)60 _______ 203 72.5 89.7. 2 90 (2) 50/60 204 92.8 115.0 0 125 Not Req'd 205 1131 140.4 00 150 Not Req'd 208/230-3 187-253 207 43.2/45.1 53.1/55.5 6/6 60/60 (3) 30/30 - (3) 45 (3) 60/60 208 53.5/56.9 66.0/70.2 4/3 70/80 (3) 40/45 209 63.9/68.4 79.0/84.6 3/2 80/90 460-3 414-506 211 22.4 27.6 10 30 (3)15 (3)20 T 340 212 281 34.7 8 35 (3) 25 213 33.9 42.0 6 45 (3)30 214 39.7 1 49.2 6 50 542E060 230-1 207-253 202 71.4 87.9 2 90 (2)35/40 (2)60 Not Req'd 203 81.5 100.6 1 110 (2) 50/60 204 101.8 125.9 00 150 Not Req'd 205 122.1 151.3 000 175 542D060 & 542E060 208/230-3 187-253 ' 207 50.9/52.8 61.6/64.0 4/4 70/70 (3) 30/30 (3) 50 (3) 60/60 208 61.2/64.6 74.5/78.7 3/3 80/80 (3) 40/45 209 71.6/76.1 1 87.5/93.1 2/2 90/100 460-3 414-506 211 25.2 30.1 8 35 (3)15 (3)25 (3)40 212 30.9 37.2 8 40 (3) 25 213 36.7 44.5 6 45 (3)30 214 42.5 51.7 6 60 'Electrical values in this table are based on the total current draw of heat pump heating mode operation with the supplemental electric heater energized (all banks when heater has more than one bank). tTo single-point wiring kit. * Use Only copper wire for field connections to the single-point wiring kit. Wire sizes and lengths are based on 60°C copper conductor at 86°F (30°C) ambient temperature and the ampacity shown in the table, if other than 60°C copper conductor is used, if ambient tempera- ture is above 86°F, or if voltage drop of wire exceeds 20/6 of unit rated voltage, determine wire size from ampacity shown and the Nation- al Electrical Code. "Field-supplied fuses required for single-point wiring kit. - I. . .- - - HP-87 1 TYPICAL INSTALLATIONS )PPLY AIR CONCRETE PAD COMPRES O NOTE: Bottom of unit SR ACCESS DOOR be at least 6 inches above antici- BASE RAILS RAILS ELECTRICAL DISCONNECT pated snow level. CONTROL ACCESS DOOR INLET FOR UNIT B HEATER (Single-Point Wiring Kit Installed) A79108 542E Typical Ground-Level Installation Into Crawl Space LOW-VOLTAGE INLET ELECTRICAL DISCONNECT FOR UNIT & HEATER (Single-Point Wiring Kit lnstolled)\. BLOWER ACCESS "DOOR FROM POWER ROOF-MOUNTING SOURCE CURB BASE RAILS ROOF SUPPLY-AIR FLEXIBLE DUCT '•RETURN_AlR FLEXIBLE DUCT CONCENTRIC DIFFUSER BOX __________"EILING ROOM THERMOSTAT 542D & 542E Typical Rooftop Installation Using Accessory Flexible Duct Kit & Concentric Diffuser Box A79109 • TYPICAL INSTALLATIONS C XIBLE JNECTOR COMMENDED) COUNTER FLASHING 4 x 4 RUNNER FLASHING A79149 542E Typical Rooftop Installation on Flat Roof ACOUSTIC & INSULATION DUCT LINER WEATHERPROOF DUCT \ ROOF FLASHING PLENUM ADJUSTABLE ANGLE IRON FRAME CEILING INSULATION ",,HIGH-WALL -J I SUPPLY REGISTER T -'FILTER h II I SUPPLY PLENUM HINGED lU FILTER GRILLE A79150 542E Typical Rooftop Installation on Pitched Roof DUCT LINER /WEATHERPROOF FLASHING / FIELD-INSTALLED FILTER RACK HOUSE FILTER-ACCESS DOOR FLOOR SLAB 542E Typical Ground-Level Installation Through Single Closet NOTE: Bottom of unit must be at least 6 Inches above antici- pated snow level. 50 GO 70 eo Honeywe 10 THESE THERMOSTATS AND SUBBASES PRO- VIDE LOW VOLTAGE CONTROL OF MULTI- STAGE HEATING AND COOLING SYSTEMS, INCLUDING HEAT PUMP SYSTEMS... I T874 Thermostat requires a Q674 Subbase. Q674 Subbase provides system and fan switching, wiring terminals, and mounting base for T874 Thermostat. T874 Thermostat has silent, dust-free mercury switches operated by coiled bimetal elements. Adapter plate available for mounting Q674 on wall or horizontal outlet box. Heat anticipator(s) are adjustable or fixed; cool- ing anticipator(s) are fixed. Individual heat and cool levers and scales for temperature setting located on top of thermostat case. Cover thermometer on most T874 Thermostat models. LED indicator lights located on top of thermostat case for easy reference. Locking cover and locking lever screws available for T874 Thermostats. . .: Plastic thermostat guards available for T874 Thermostats Key Lock cover available for T874 Thermostats. . . . . . Q674 Subbase available with up to 4 light emitting diode (LED) indicators. Up to 3 stages each of heating and cooling control possible. Models with set point restrictions available for Department of Defense (DoD) and other special. applications. Outdoor reset is used to improve thermal per; forrnance on some models. SO. Form No. REV. 4-81 60-2485-1 TRADELINE Models continued 0674 SUBBASE Q674 switching subbases provided system and fan switching as listed. TRADELINE FEATURE: TRADELINE package with cross reference label and special instruction sheet. Q674A-EG are standard models. Q674F,J,L are heat pump models. 0674 ....,,SYSTEM FAN A - Heat-Auto-Cool Auto-On B Heat-Off-Cool Auto-On C Off-Auto Auto-On D None None E Off-Heat-Auto-Cool Auto-On F Em. Ht.-Off-Heat-Auto-Cool Auto-On 0 Off-Auto None J Ern. Ht.-Auto-Off Auto-On L Ern. Ht.-Heat-Otf-Cool Auto-On : .:.- - -• -'E STANDARD MODELS T874 THERMOSTATS TEMPERATURE SCALE RANGE: 42 F to 88 F [6 Cto MODELS: See Table 1. 31 C], standard; optional ranges available. ELECTRICAL RATING: 24 to 30 Vac. THERMOMETER RANGE: 42 F to 88 F [6 Cto 31 C]. SWITCHING: Coiled bimetal elements operate mercury CHANGEOVER DIFFERENTIAL: 3 F [ 1.7 C] minimum U switches. between heating and cooling (5 F [2.8 C) on T874W). TEMPERATURE ADJUSTMENT: Heating and cooling Levers may be set apart for greater separation. -' setting levers, with separated scales located on top of INTERSTAGE DIFFERENTIAL: - thermostat base. Common lever for heating and Standard Models—mechanical differential is 1 F cooling on T874R, 1 cooling lever on T874E, and 1 [0.6 C]. between heating or cooling stages; oper- heating lever on 1874F. ating differential is approximately 1.9 F [1 C] between stages in heating or cooling. Special Models—See Table 1. FINISH: Beige. MOUNTING MEANS: T874 Thermostat mounts on Q674 Subbase. Subbase mounts horizontally on wall or outlet box. Mounts on vertical outlet box with optional 193121A Adapter Plate Assembly. OPTIONAL SPECIFICATIONS (1874 only): Temperature Sàale Ranges: 40 F to 75 F [4 C to 24 C] heating and 75 F to 90 F [24 C to 32 C] cooling with stop; 44 F to 68 F [7 C to 20 C] heating, 80 F to 86F[27Cto30C]cooling;6Cto29C[43Fto85F] Celsius scale; 38 F to 72 F [3 C to 22 C] and 78 F to 90 F 126 C to 32 C) cooling with stop. Nonadjustable factory added stop. Limits heating set point to 72 F [22 C] maximum, cooling set point to 78F[26C]minimum. . . . Customer personalization. 0 . Locking cover and locking lever (see Accessories). Thermostat cover less thermometer. . Adjustable locking temperature stops. Voltage heat anticipation—first or second stage heat or both (Table 1). . . . . Fast cycling on heating stage(s) for electric heat applications. . . . . • . . . . . C815A outdoor thermistor. ACCESSORIES: - 1. Locking cover and locking lever - assembly—Part No. 194559R with thermometer, 194559S without thermometer. Includes cover, screws, and Allen wrench for locking cover, plus two 195057A self-tapping, in- FIG. 1—DIMENSIONS OF T874 THERMOSTAT . sulated screws. These screws must be used to insure MOUNTED ON 0674 SUBBASE proper operation 3 602485-1