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Home My WebLink About2502 EL CAMINO REAL; ; CB930302; PermitB U I L D I N G P E R M I T Permit No: CB930302 Project No: A8801924 Development No: 05/27/93 11:22 Page 1 of 1 Job Address: 2502 EL CAMINO REAL Permit Type: COMMERCIAL BUILDING Parcel No: Vc:tluation: 679r662 Construction Type: VN Occupancy Group: B-1/8-2 Description: DEMO 14750 SF/BUILD : RETAIL STORE Appl/Ownr: HUGHES INVESTMENTS Suite: Lot#: Reference#: 16144 SF 714 TWO CORPORATE PLAZA #250 2561 06/01/93 0001 01 C-PRMT 02 Status: Applied: Apr/Issue: Entered By: 759-9531 ISSUED 04/0b/93 05/27/93 DC NEWPORT BEACH, CA 9-2·6~1:f------.......__,~ // ,.-, "- CONTRACTOR : CAMCO CONSTR(.!,C?'t J<J.,,1~(2,., (c-' //~ i,~. (1'\ 714 250-3001 20250 ACACIA', srr,R;EJJ•¾,\ ~2 u fi0v-_j /1 '-;_;«, SANTA ANA 11EIGJ-~~) j(".}-i. ':! ,'. 7 .'i 7 c l_J { ,r::~ . **-* Fees Required l~~,1---~-,,,,,.,..;:;.;.,:t f'e.~-s -<ojy7 tt?~ & Credits ·J. H ____________________ 11-z:;~: /~-..:::;?7;~~-~~t~-~i(O~e)--\------------------ . Fees: 8, q~ :'~? 1 7 V {\!~'-. \ ~~,C \ AdJustments: /. Z:-..-?)IW <:..::·:::-<::::'..:._-::::::::::.:::::-'r0:t::~l :-9'\<l~t:;o-;.) \ . 00 Total Fees~ r:.:,Q.3!!:JOt6 ~,-.-~-. ;" _ ymer'f~-: 1,5~0.00 . 1 r:u-1 ! -., ,c::.,.,,.,·E, ·ancrnDfe;;l 7,2.:,0,00 Fee description I \ J ; ·~ t 1itsA1r::~i.i:l Ext fee Data Strong Motion Fee \ ~ v I 143. 00 Enter Number 'of EDU', -~,:.0,t,=·i\~e > i; .7/ 1/ 1848.00 · (PF (~~~t::~~~/1\~~ . !!!:~~ 1 :'~f../{A,t) _ \% i\'\J 22. 00 ( TI F -'=' n i{,Jp {J/J I C:: (Q)~ 0 ~ ,,, 2 1. o o * BUILDING TOTAL U U u ~l / 8096. 00 Enter "Y" for Plumbing Issue FEfc"·-> __________.,,.,,,O 20. oo Y Each Plumbing Fixture or Trap ~ 7 7.00 49.00 Each Building Sewer > 1 15,00 15.00 Each Roof Drain > 6 7,00 42.00 Each Install/Repair Water Line > 1 7;00 7.00 Each Water Heater and/or Vent > 3 7,00 21.00 Gas Piping System > 1 7.00 7.00 Each Vacuum Breaker > 2 7.00 14.00 * PLUMBING TOTAL O 175.00 Enter "Y" for Electric Issue Fee > 0 10.00 Y Three Phase Per AMP > 600 ,50 300.00 * ELECTRICAL TOTAL O 310.00 Enter 'Y' for Mechanical Issue Fee> 0 15.·00 Y Install Furn/Ducts > 8 9.00 72.00 Each Hood/Fireplace > 7 6.50 45.50 Each Boiler/Compressor to 15 HP> 1 16.50 16.S0 * MECHANICAL TOTAL O 149,00 CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92 PROVAL ..,,~ DAT!i'.?ct} V ~~~:ff City of Carls~ Building Department 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 1. PmtMII IYPE p . A -§i! CommercialNew Bmldmg ~enant Improvement B· -D Industrial D New Building D Tenant Improvement • . . . . . · C -D Residential .D Apartment D Condo D Single Family Dwelling D Addition/ ~teration D Duplex D Demolition D Ilelocatioil D Mobile Home D Electrical D Plumbing D Mechanical D Pool D Spa D Retaining Wall D Solar D Other ___ _ 2. PRQJECT INFORMATION · Address ..)...~dz/-Y:-l,;~V Buudmg or Smte No. 2502 El Camino Rear' N~arest Cross Street Haymar Drive LEGAL DESCR!PTION Lot No. SubchV1s1on Name/Number cBECR BELOW IF sDBMl'I'I'Eb: El 2 Energy Cales 0(2 Structural Cales 02 Soils Report [J 1 Addressed Envelope 1785 04/06/93 0001 01 C-PRMT FOR OFFICE USE ONLY ·Omt No. Phase No. DEst:ruPTION oF woRK E:G:::-,eetf'oflofl>!:,l'e'Qe~-=--t-t-e-t,r:-:::1-;:,-,erM11:-----.;re---;~~~~4;1+.A-4,,.A,-~ri~ SQ.FT. 16,000 #OFSTORIES one Jew. NAME Daniel Macdonald, AIA ADDRESS])aniel Macdonald, AIA, Architects CITY San Rafael STATE CA ZIP COD 1 4 B St ri~Yn:~hbNE 214 . (415)459-6150 NAME Hughes Investments CITY Newpo;rt Beach STATE CA 6. mN'l'RAclOR NAME C..,..M~ U)N~C."'-1 L.o.1 /,vt, CITY 'SAN 'l'lC\ ,Al\),. \.l ~ . STATE <:.Jr\ ADDRESS Two Corporate Plaza, Suite 250, P.O. Box 8700 ZIP CODE92658-8700 DAYTELEPHONE (714) 759-9531 ADDRESS ZIP CODE '2,0"t.Se Jl>.<..,~c..:i~ '} "2.,f, ~'II' DAY TELEPHONE 114 z.~ ~ool STATE LIC. # 46"\ ~S" LICENSE CIASS DESIGNER NAME . ADDRESS B CITY BUSINESS l)C. # Daniel Macdonald, AIA 1040 B Street, Suite 214 CITY San Rafael STATE CA Zn,> CODE 94901 DAY TELEPHONE (415)459-6:l;j~ LIC. # Cl2671 1. WOllkEltS' WMPEN&\:110N Workers' Compensat10n beclarauon: I hereby afhrm that I have a certificate of consent to self-msure issued by the Director of tridustnal Relations, or'~ certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C). INSURANCE COMPANY . POLICY NO. . EXPIRATIC>N DATE 02 Ceruhcate of Exemption: I ceru!y that m the performance of the work for which this permit 1s issued, I shall not.employ any person m any manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE 8. oWNmt~nlfunmi liEcLARATION Owner-Bmlder beclarauon: I hereby afhrm that I am exempt from the Contractor's Ucense Law for the followmg reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intenqed or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's Llcense Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or througl). his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale.). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's Llcense Law). D I am exempt under Section -----,---Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair iiny structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of.the Contractor's Llcense µiw (c;hapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that 'he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant ~o a civil penalty of not more than five hundred dollars ($500]). SIGNATURE DA1E coMPLETE TH1s SECTION FOR NON-RESIDENTIAL B01LD1NG PERMns oNt?: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES D NO Is ·the·applicant or future building occupant required -ro obtain a pennit from the air pollution control dfsi:rict or afr quallty management district? C YES [J NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES D NO If ANY OF Tl-IE ANSWERS ARE YE.5, A FINAL CERTIFICATE OF oa;(fpANCY MAY NOT BE ~UED AFTER JULY 1, 1989 UNLF.SS Tl-IE APPUCANT HAS MET OR IS MEETING Tl-IE REQUIREMENTS OF nm OFFICE OF EMERGENCY SERVICES AND 'I'HE AlR POI1.UTION OONTROL DISllUCT. 9. OONS"iRUCIIDN LRNDINC AGENCY . . . . ·1 hereby afhrm that there IS a construction iendmg agency tor the performance of the work for which this permit IS issued (Sec 3097(1) CIVIi Code). LENDER'S NAME LENDER'S ADDRESS lo. APPllcAN1' cili.11F1CA1IDN I certify that I have read the apphcanon and state that the above mformauon 1s correct. i agree to·comply with all City ordmances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property fodnspection purposes. I ALSO AGREE 10 SAVE INDEMNIFY ANµ KEEP~ Tl-IE crIY OF CARLSBAD AGAINSf AU. UABllJTIES, JUDGMENTS, OOSfS AND EXPENSES WHICH MAY IN ANY WAY .Aa:RUE AGAINSf SAID CITY IN OONSF.QUENCE OF Tl-IE GRANTING OF TIIlS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Expiration. Every permit issued by the Building Official under the provisions of this Code shall expire by limitation apd become null and void if the building or work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or a ndoned at any time after e wo k is commenced for a period of 180 days (Section 303(d) Uniform Building Code). APPLICANT'S SIGNATURE t..---:"..___ DATE: S Ji-~ p °l~ WfilTE: File YELLOW: Applicant PINK: Finance S E W E R P E R M I T 05/2.'7/93 11:22 Page 1 of 1 Job Address: 2502 Et CAMINO REAL Permit Type; SEWER -COMMERCIAL/INDUSTRIAL Parcel No: Description: 2502/2504 EL CAMINO REAL DEMOLISH Z BLDGS AND BUILD NEW BLDG. Permitee: MCDONALD ARCHITECTS 1040 B STREET SUITE 214 SAN RAFAEL, CA 94901 *** Pees Required *** --------------------------7i F.ee::n 1,240 ,,.tli,'f/ Adjustments: Total Fee~: 1, Fee description Enter Square Foota Total EDUs Sewer Fee enter sewer EDUs a * SEWER TOTAL 415 459-6150 CITY OF CARLSBAD Permit No: SE93001B Bldg PlanCk#t CB930302 2523 05/27/93 0001 01 02 C-PRMT 124{),.0t) Status: ISSUED Applied: 04/26/93 Apr/Issue: 05/27/93 Expired: Prepared By: HE .oo .oo 1,~40.00 Ext fee Data .77 ,77 1240.00 '.!.2.40. 00 N/A 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB930302 FOR 07/02/93 DESCRIPTION: DEMO 14750 SF/BU:fLD 16144 SF RETAIL STORE TYPE: COM STE,: INSPECTOR AREA PY PLANCK# CB930302 OCC GRP B..;l/B-2 CONSTR. TYPE VN · LOT: JOB ADDRESS: 2502 EL C.AMINO :REAL . APPLICANT: HUGHES INVESTMENTS CONTRACTOR: CAMCO CONSTRUCTION OWNER:. PHONE: 714 759-9531 PHONE: 7~4 250~3001 PHONE: REMARKS: MH/AM PLEASE .S-PECIAL INSTRUCT: TOTAL TIME: --RELATED PERMITS-~ CD LVL DESCRIPTION PERMIT# SE930018 CB930318 TYPE SWCI SIGN INSP~CTOR J/1 flt,_/ _/...,..._, __ _ STATUS ISSUED ISSUED ACT COMMENTS ~~h# .. ~ 11 ST Ftg/Foundation/Piers A 7-62-~~~f'1J'!~ =-· . =--==--==--==--==--==-~ ~£ N~At ***** INSPECTION HISTORY***** DATE DESCRIPTION 06309·3 Underground/Under Floor J ACT INSP NR TP COMMENTS FINAL BUILDING I~SPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING U/M WATER PLAN CHECK#: ·CB930302 PERMIT#: CB93-0302 PROJ~CT NAME: DEMO 14750 SF/BUILD. 16144 SF RETAIL STO~ ADDRESS: 2s·o2 EL GAMINO RE:AL DATE: 09/20/93 PERMIT TYPE: COM CONTACT PERSON/PHONE#: MH/PAUL/714-571-9604 PAGER SEWER DIST: WATER DIST: INSP BY: INSPECTED BY: ' - DATE INSPECTED: DATE INSPECTED: DATE INSPECTED: ~41'~, q 4 ======================-=====================-- COMMENTS: \ APPROVED~ DISAPPROVED - APPROVED -· DISAPPROVED APPROVED DISAPPROVED It ~-----------------------------------------------.::., -~ l>t;;l $-------------------------------------- ·j FINAL BUILDING INSPECTION RECEIVED SEP 2 1 199l DEP'r·: BUILDING ENGINEERING -~-FIRE PLANNING U/M WATER PLAN CHECK#: CB930302 PERMIT#: CB930302 - PROJECT NAME: DE~O 1475_0 SF/BUILD. 16144 SF RETAIL STORE ADDRESS: <"""2502 EL CAMINO REAL .,,..;-. CONTACT PERSON/PHONE#: MH/PAUL/714-571-9604 PAGER SEWER DIST: WATER DIST: DATE: 09/20/93 PERMIT TYPE: COM ~~~;~===;=;~~=~~~~:=y.;;--=::=, r:APPROVED INSPECTED BY: INSPECTED BY: DATE INSPECTED: DATE INSPECTED: APPROVED DISAPPROVED APPROVED DISAPPROVED ============ ·=·==================. =========================================== COMMENTS: \ it_ -------------------------------------------.;1 "~---------------------------------------fi" (. ' ... FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING U/M .:::>WATER PLAN CHECK#: CB930302 · PERMIT#: CB930302 DATE: 09/20/93 PERMIT TYPE: COM PROJECT NAME: DEMO 14750 SF/BUILD 16144 SF RETAIL STORE. ADDRESS: <-..250'2. EL CAMINO REAL CONTACT PERSON/PHONE#:· MH/PAUL/714-571-9604 PAGER SEWER DIST: WATER DIST: DATE INSPECTED: 7'-.>,4t:.,,4J APPROVED ~ DISAPPROVED . -. INSPECTED BY: DATE INSPECTED.: DATE INSPECTED: APPROVED DISAPPROVED APPROVED DISAPPROVED =======================-===================================================== COMMENTS: ' '• \ #·-------------------,.---------------------*~ il ~,-----------,------------------------- FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE ~LANNING_::j U/M_ WATER PLAN CHECK#: CB930302 PERMIT#: CB930302 PROJECT NAME: DEMO 14750 SF/BUILD 16i44 SF RETAIL STORE ADDRESS: ~-2-E,1;,:...cAMINQ_REAL-"J CQNTACT PERSON/PHONE#: MH/PAUL/714-571-9604 PAGER SEWER DIST: WATER DIST: DATE: 09/20/93 PERMIT TYPE: COM IN~PECTED~ l:._, BY. . . DATE / -- INSPECTED: .10 I 1 )ff 'J APPROVED -. DISAPPROVED INSPECTED BY: INSPECTED BY: --======== COMMENTS: DATE INSPECTED: DATE INSPECTED:. . I I APPROVED DISAPPROVED APPROVED DISAPPROVED --- !£t~ ~ iv. wwl JqJuhs. ft< Mk/11/od, I ;.i. PROJECT NO. ~77&-. ~/ FIELD MEMO CLIENT OR OWNER c::.=o,,c.i 5 --:r:: REPORT NO. C.,-,.jJ'tce,;· TRACT /LOT NO: PROJECT NAME ~: z.~ 7'="'1 DA~-;,z: E 5 -. G n/.'L,7 C-,..;./_S-· .5'"7/..1Ac· JOB ADDRESS EARTHWORK .CONTRACTOR ENG./GE0~ /J .LA.1-/ ,,r::::::.,) LOCATION CLIENT REPRESENTATryE ·. kk.4 A/.c..=· s PERMIT NO. CA,,,'/-s:,8'/,).£) . ./4/JL SUBJECT /h ' r ,V:, Cc.=A.:r-zr . .c:; ·-c,,.:· ...,.-<-:.IA/ COMMEN·TS M/5-rrl 7/Y'~ ?'t/.E/? EX cAV-"17/#N A/1/ LJ C/.l A-1/..:}tic,. //"?Al G,..,..,~ P,1.L/ ,..-") .11 J ~_,,4-/¢!.: C&/< /21/ ~ --1"'_,,f ,-: / ,;•1 -r:;, • I A._...,_ , -...--./2" / ZA/ ·~/) ,( . . ~/-,' .· .,:,.c-.EA/?':/fi..E /4,.o #/J s #l,,,E'E/1/ 6' ;J..,,c:;fi._ c '..x." CA VA-fE'L? A MI .,1//fo/t/./J.1 /:,J.~ ::SPE:~c:.T .. d~~:LCJu.J .'5,L/7;;£ c-../.2. A/}£ e:::>/u::3'. . . ,,-1:::::;/er:r· /'::fE Y~W.//~·, ~~ 'S"c-:-//-5 .:,-.., -· . :t.:::1/1 -1? /'JG ':i . /~JE-A-::'! /<c=-/27 /f2' -::;r;.· y,, / ,_ --· -"~11~ >'i ~.,,,,' ,?../)/4,/ S-~4-:.,-·· > ;/:....-,J /5 .c-£.~ e/vf E /_? S..:.·'..,..,-AJ· .. r ,,C:y~? - ,.J-:J:.-s / A 1 ':?"2= A IE C .. - .. - G. A. NICOLL & ASSOC IA TES EARTH SCIENCE CONSULTANTS 1 / /5..F." . ;5621 Red ~i114;::su~~ 210 - Tustin, California 92680 (71~) 259-91·11 FAX (714) 259-0373 - ---\ \ \ P.ROJECT NO.~// 4 _ 5/, DAILY REPORT OF GRADING CONTROL CLIENT o·R OWNER r_xtuc.:o · CoA/s-7 PROJECT NAME REPORT NO. I DATE DAY TRACT/LOT NO. Ge:,o_,,,-., r::;/1 VS:-S:.0,('.)e-7-Z:7-9~ ;;r&,-Es LOCATION EARTHWORK CONTRACTOR/ . JOB ENG. HOUH:; . r -4 /121-_5. A?A/J. Cl LA AJ .P"',JAI , / 4-~ CONTRACTOR'S SH.IFT CLIENT REPRESENTATIVE l/4:·ANES As:»l_:;rs HOURS h1/£,_ 'EQUIPMENT , WEATHER .. . <;"'Ki/> , .,,?-0, A ,...., LZ:,(? APPROXIMA:PE YARDAGE , THIS SHIFT TOTAL TEST LOCATION MAX. DRY.' FILL, TEST RELATV. · TEST ELEVA· SOIL DENSITY MOIST. DRY COMPAC. COMMENTS DENSITY NO. Z'.-2, TION TYPE g',J..£)G -~/.), ;::::: G. A < .. .. ¼-I./-~ ,d/ 4 ./;?/;_ ~~ C, lb?_A:l.•u I'/ ../, v-7" ,,/ -~?{:; J') ;;:IL ; . ---.,.... , , r ,,f'"" ,; /,....,);-l -_,,;,;t. ,,,,-,,.,,..-,;;"' ,l. / ~ ,...-:/,..;,_?-"..<;~ ~ ,,,.£-r-.;.J :_ ?-~,,,, ~7 ,. ,.'% ~//,;'f A..;·/.,~ , , ,F' .. t:/1J1L~~Q_/ 1)-.,. --- . -.. G.A. Nicoll and Associates, foe. Earth Science Consulta.r;ts_ P.C.F. " P.C.F. " /z.5.-Cl ~6 //_-;?_.§" 9,/ /--%.s "• , I .. I ~ ,., ~ ~ A:, 1 ...... A ,-'2:,_ ~__.,,-.... -v_,1 2d.r> ~ ;:;-..'c /"7,---: .,A_ / --,( -;:-4'.. '-;:;,?) .;/4~'/•-.. ~:h,:t./., / /r ~£')-,,; ~~ -~~ 1..~ ~ /I / F ·d ~ ..,,..- £'t/ '~j,,.f.~. /~ ~ ~!,.-,......1 . j:~. / ·. l - . / #"". .. BY: ~,,,,,..,....... ' ..,/-·;:>-_,. ".' .,,.,g g-: , ~'': p~ ...... ~ . .~/2 , . -,.· .... ,._ -----?p-,I'.,-p 1562-1-Red Hill AYenue,,Suite 21.0 Tustin, California 92680 (714) 259-9111 FAX (714)259-037-3 -( ' f'-\ PFEILER & ASSOCIATES ENGINEERSuL-sts93 '---'· ----•-------------------------------------,....,...-C!.d,iA~fl{E.LG.:.COL ( ·, '--....,,,. ·, i i ''-- C I V I L E N G I N E E R I N G • S U R V E y I N G . CONSTHUCT!O~-' 612 North Diamond Bar Boulev~rd • Diamond Bar, California 9'1765 (909) 860-5850 • FAX (909) 860:3967 Jul.y 2, 1993 Cameo Construction 20250 Acacia Street, S.uite 200 Santa Ana Heights, CA. 92707 Attention: Subject: Gent'lemen: Paul Vranes Pad Grade Verification Good Guys Store Carlsbad, CA Pfeiler Job No. 93041AA On June 30, 1993, our field crew recorded elevations on the surface of the building pad at the subject site. It has been determined that the pad. has been graded in substantial conformance with the pad grade of 29.56 as shown on the grading plan Sheet SP-1, prepared by Daniel McDonald, AIA, dated April 26, 1993 Delta 1. \ . MP:cg Very truly yours, PFEILER & ASSOCIATES, ENGINEERS INC. (1 . -'/ ;' i~_ ;.:· By . ,,,)f),,J1/j;a . .,,1,0au f';_,,/_c.,, ;JJUUeS L. Sanchez, 7 President r;J ·~FLC.E. 29663 _ Exp. 3/31/9r-; FIELD MEMO PROJECT NO. CLiENT OR <;yNER D\}wt,td REPORT NO. L/ ::-;.:; 6 ,.. 61 ...,Dt-,M;t'c: 1.1h\C. TRACT /LOT NO. . P~JECT NAME €rood 6U},< t)tJ'7~ ... {~ ... 1<1\'J;).,;._J(;r Oksc-t'lh\i!.~..J .. ~"'••il.C l DATE 101: :r ~ "2. -~ ;:. -~1'.r JOB ADDRESS $.v. i"'-~ Pi--o \ #i-\ ~ .. ~ Pt. EARTHWORK CONTRACT~- 1)/,. /It{. ?·\;, (,1...,1-1 l.l'/1 ENG./GEO, \·1 p f -~ LOCATION(' l b J . 'f1.d' ~ r; CLIENT f~SENTATIVE , (J[Juf ! r1,1 ,.4-,.,,/t::, / i'iu(I) dex 7 /.rt,, PERMIT NO..tl\ ~S,. SUBJECT ~,t; \('h ;<JO, /{,I V , I 8trt,jf! +.,.~ c r,:,o ..f-a tJII rM " ;,) f ~A~ ~ J ..J ...J t COMMENTS{ i'\ t' s"'breu ,sT('V.( •h.qtti,. { ~OJ.-¼-!Vlr' l~ 6(li tJ ( ,t ~i~,.ld-4:.d 'tJ i ! ·ro "'cn..1: ;ir-fe0-r"' i : l \ ,.J > ?;u: ~tole? ~e ~N+t. t.a C<>} U S/f ,. ; h..Jd '-A.<(~ \A \.}\'?cg o>J ed ~'{ ! } ' \ t thf ?oo+..~~ Lo 4 ~s... ~y"(;" f y I 'I..\ 6,-J-d t--' o /.., 1./1:. Q I dr Al a O,,.JJ af/ " j \ . J I } 4-u siv\U ¾ 'If q., f ·;->i 6 1J .t:,,., hi i Vl:'i ~t'-""--keew C•,t fiA.Jo -ted f1Y (} u 1 c,lt-¥"' a . ~tk e -\ J 0-rµc;i;/J~WS::.... (f>\.'· J 11 u e. ~-~, \, .J ' i!,..-? r->~t"4' f • \~' ~ f' •,:, M tvft"M,·f t, ..,, ·•-,.UV~, \ r· lt: l,.t C\\;)' q LH~t. -,:,..,.J \ ts. Awd t,lt. lo r\ ~ 1 ~otf.ofv{ . I ~ ' t,l{}V>) 0 J. \4lQ 'f-t. ;;/ft' 'A, 1 \ .. ~ I J .p{l l ,.1r--·M \..'11lV\::' :r. N t'.:f i'nl'J t !fe ..\e ~ -~ .J AJist: t:i.0${-y.J {j, -t { ON ' 413 I 0.) o.\-Y"' e 'r.)4 r ·7'~ l!3 ,,-..,i;ht1S::.. O· CE-. 6<:1~ , 1 J j i,.' A-. ·-t l" ~··h . .., 1.J~ • ~) 1 -l w•j~ ob ,;;,.r..-rvc AvcJ Jt'<.> ~ t. il-'\,(J -LI,\ , tk (-' s,... ;,,t.}-C. ~ ,,,_ {..., ;t t' if-Wn<--..,. l;;;,O,>C, 1..IM.O i/.1 C f cl.:t tJ tr~ 1\ \ +J lb·iJ.. '-i ¥-' ~. )O('...j ~. .... i OM -i·hi S J.AJ·\1/r:-t<.. : w;t\ lo! 1 ,;J C Qt l ~O,( 11 !.e,J oJ (.1(J~ S... 0 i ( ':::> ~ .rl ~t.;po .• ' i \ _,,,,..-,-t I I ,I I /, I / /,µ/ II Mtw w-- l • " G. A. NICOLL & ASSOC IA TES EARTH SCIENCE CONSULTANTS \j .,,....,_ i ~ ,.,., BY:_u_._.....__1 s_. _·1 _~,-~_ 1 -<4---- / 15621 Red Hill Avenue, Suite 210 Tustin, California 92680 (714) 259-9111 FAX (714) 259-0373 I J I' TRACT/LOT NO. LOCATION C""-1,,r-.:.f~ :..,,.ee-:_;:r::1/_;; CONTRACTOR'S SHIFT EQUIPMENT 9 73 ?':'.t?A C)..,_,.. TEST NO."' TEST LOCATION / /} /4-I ,. I ! , // / / _,. l t ( . ,, --·.' I I I l J DAILY REP:ORT O.F GRADING CONTROL CUENT OR OWNER' c:: .. i',A,;1 r c: ·, PROJECT NAME .,,.. ,_., 1 I<."..,,-l.,_. p / _,,. Go<7l:> .Guy,,: s ;:,-c;~.-~·r R.EPORTNO. DATE DAY £-· ::::t.·_. '1:;i 5A 7· EARTHWORK CONTRACTOR 0£~/JA/ . JOB ENG. HOU11:. _.,t,...::.···,;10 ,J-1 CLIENT REPRES~J"ATIVE · ~ ·?J // L. l/4 All I' ,!ff S A=h,i 'S HOURS ELEVA· TION -2 ~;. __ -', :...,- I SOIL TYPE /-} MAX.DRY DENSITY P.C.F. WEATHER APPROXIMATE YARDAGE THIS SHIFT TOTAL FILL MOIST. " TEST ORV DENSITY P.C.F. JI, I hJf?. t;;· I , I ,, 1-:t,, ' /, (;' I'~ RELATV. COMPAC. % O·-.. __ ,. ,/ Q>C V •' COMMENTS I w / ...-4-/45-.er.::z , l -~---2-.,,·,::,,_-f./ ~ . .ci.' j~ U::;v-;;.· , /,/ ~,,-.;. ~........e?. ,,.-- / G.A. Nicoll and Associates, Inc. 15621 Red Hill Avenue, Suite 210 Tustin, California 92680 ..,, Earth Science Consultants , -1-..• , . (714) 259-9111 F.AX (714) 259-0373 PROJECT NO. 4--7~ ..... ~/ TRACT/LOT NO. LOCATION CONTRACTOR'S SHIFT DAILY REP'ORT OF GRADING CONTROL { CLIENT OR OWNER - CAMC.<·1 PROJECT NAME EARTHWORK CONTRACTOR' , J , /'JLA."'11 REPORT NO. DATE' DAY t.:"-Z-3-7'? b~!,&-£.--:- JOB ENG. HOU11::; ;C' j r1/ C ~- ASSIST'S HO.URS ~ CLl~N ~SENTATIVE /2£.?4-' 1 I ~----------------------_;:; ~ WEATHER EQUIPMENT TEST NO. TEST LOCATION ~ .,, '{I/ J SOIL TYPE ·? l MAX.DRY DENSITY P.C.F. -APPR:0)<1MATE YARDAGE THIS~HIFT TOTAL FILL MQJS.T. % TEST DRY DENS,ITY P.C.F. RELATV. COMPAC. % COMMENTS -~·-.,/' ,,. -., '· : ,,:_-... '• \ G:i-~nd Associ¥es, Inc. By .. -...2:.~,-· .,,,;'~.....,,:?"':....;-:..#~ ......-i:.,..a-?',;...;.:.::::-.• ,-==,./:::::.,,.L,,·:::":...;;-1/;::::::7"::.:.,.b:::· ;,;;;..> ;:___J ~~ ~> .. :::;:,, /-,,,,,9-·_,,:£:,,,.-n:::. -· .. ---..,.. •· /-.1/ , -. ~ ... ,·, ~-15621 Red Hill Avenue, Suite 210 ·Tustin, Calitornia 92680 Earth Sci''. . :~onsultants \. (714) 259-9111 FAX (714) 259-0373 _, \ . v· .., FIELD MEMO ~.,- . PROJECT NO • CLIENT OR OWNER .I½ ~ C //J1C ,:;:J C,-;74/.'S-r REPORT NO. 4--776-_-;f· I TRACT /LOT NO. PROJECT NAME DAJE_ 7 'i _ ... ,:,,DAY '\/1 _. , s ~? ,, .. ;;,: ,:f= Goo-.a Goy5· 1,::;,_ ..,_, 1 -~ l ,,_;,, JOB ADDRESS EARTHWORK CONTRACTOR , t:JL,,-t.J ,I,:/ ENG./GEC>. r:J/1./ LOCATION CLIENT REPRESENTATIVE j.,£, ,4 fi/E. PERMIT NO. C. A.re L. 5L.J3H£l /::;1-/VL "" Sl.lBJECT /', :;;!::I /--· c:-.v-:r-p;" f,. ..,:;..,,.. ·-~ COMMENTS - - C , . -dtf ""'-'--- .,,./;~~·'µ&,~ _..,-_; ~-cr-,~~,...-v ... et,.,.~'? i.... / Jl!;{e.,. ,. l ; ,;{.w7 /C:ll ~;::. --;,· :..-e-t. --.,?,' T. . i:.41C-1 ~v:..J::ct.,:,,,..\.-C7 /k,.:.,1..:u2.d ~;-~ ./ _zx: ~ :,.µ-~,,l'h;, 1/ i..-~~~--~~ .. / ,., "' .. ,.;;.:.? .,. •' ~~ ~ >k ~-"-'>"'~"& ~4 • • *'"-~ . ~ .....d~~<.? · t V~i:,_ . .• ,. .il:'\:/4-- / ,..,...,t..-/-',P' •'. / ·" / ":'7. / . Gtz-.1-v _/4/~li::~-'}-I. Cb,~~-4..::·Y~..::...(.L ~-----~'....,..(.;_·-.' ,._.¼. ,,-·~·· _,..-/4.._..,z.,,{c· --:/~-· ...2it°: ~· ---:-,il.;tc,--,;tJ.,:-~,-(_.~. ~:;,"';:-_.,~,< ..... {;;~q,vlz:.4 ~C,?";' 11' '. ·---; A:.., .-}r;.:1~ -'..,,{<,,,i. .,.y· :.,:.t.,.,_~·-, Jf:;-e;:.,::; ... e~-t._.,,;;"l.1-' -:::,.~-u;.1---c.::..L""-(.;-I. d£c-.l._t_-;.,;,,,.c;--;:;~ ~ l~ -f,~ C-&?:;;,,.;,? _;,::_..,;.> .//.J ,,./ __ ,.,.::. V-i---~~~ /4,t_)-{_k,4,L F 4-. ~ .. ...... ~ ........ ~ .-, . -~ ~;:t-~-..:,..L.. ~ .A-~:/ 1t'" ,,df ,-.~· .,..-,'• ,~, ~-~ , . ',· { .,~::..:,,;..· >'-· ~~~-: ~-........ C,,::z..•:c.~ ~/~~ -,~,, ~·Z.:...,"--·/ ,:.-~ ~ ~ .r . ..., -_.,,.~·/. .-:' A'~ (..,.,,_ ,:,,,.~~'(;..(!,./~:.A.,'1..~t...Jz,til/ c?//t,..<:.,1/ C&-~ '···~-~--<-'<.-i::.J;_ :,. ' ~' ,/'~/~&:i ~ ""'--· ,- ~~;;~'--;-. , ,. .. ~-· ClJ-t..<-L. ~&. C4.£s' ,.. --~,..,_;;, .. ,,,, t:;.,· ~ ,t ,, . / ., / ~ / -;{ ,,A. ~--~-z:.~ ,· _;;JJ~-,;',,. -;, ,-t,;;,J,r.,:z_,e;~r ,,_/ ·~;-~.£./,~ :..,.._..... ·-~ . . . ,'_. ""' · v· r-,.. ----.. -'7-:-/ -~--· / (s: -· . ....,,6J_ ,;. L.,;!,.. ..k;!.tJ--,-,,,. a;.(:... CtZ· ' -4:,,..t.1. ,t.:;::f:,JL~-!....<Z .. e:-f ,.,4....:t_bt.,-l : .-r-~ - ~ ._.,-$ --,.:.... ' / :,:;;," . -d..,.,-,,J;.:.,,.J ~.:.-_/4',;/..-:/ ;_,cf, e,;;;_,,-v ~-«-C _..,<jo" .... . ... ' ~, --- G. A. NICOLL & ASSOC IA TES EARTH SCIENCE CONSUL T·ANTS - -. BY: ::~~---/··J::{< .... ·::;;:..__'"-.·.-,. --"'-----"-.,.,,,......;._.,.--,,,-_;:,,..-......;='----~------ 15621 Red Hif( Avenue, Suite 210 Tustin, California 92680 (714) 259-9111 FAX (714) 259-0373 _, ·-. DAILY REPORT OF G<R A D I N G C O N T R O L PROJECT NO. ., ..,,.._.,,. -/ ,;--/-/' /r") -~--,; ./'. TRACT/LOT NO. LOCATION _,,.,.,.,.,,_,'/ I ,,.. p J.r1 '!. (~ ~--; J.• ,.... , .. ~//~..,. ' CONTRACTOR'S SHIFT EQUIPMENT TEST LOCA Tl ON TEST NO. 4 .,, ---.. ' b ""7 / .<:- a ,. ., I ..... , :.. ~-/Y: CLIENT OR OWNER C fil /!# C 1···:,; PROJECT NAME EARTHWORK CONTRACTOR 0? /2' ,f/ CLIENT REPRESENTATIVE f';> ,;,;,-:.;1vL. MAX. DRY ELEVA· SOIL DENSITY TION TYPE P.C.F. 4' 4 1/;;,_S'. , ::?. 7 -' ~--:zR'-,.:,-J i _., --;:t<:; .:J. __ .. ~. I I -. ·-!1 'fl .. ¥1 ·, :z 5..;. /:;" ,.lz:5' C' .., r;£ IJ I 2,.-_~ CJ / (L ,.,. / ' .. REPORT NO. DATE I(.. .:5--:-Y-::;, JOB ENG. ASSIST'S WEATHER DAY ,,t:=:;i,,.i HQU11:s , HOURS ., .. APPROXIMATE YARDAGE THIS SHIFT TOTAL FILL TEST RELATV. MOIST. ORY COMPAC. COMMENTS "' DENSITY "' P.C.F. /&_z ,,//.3'.~ 91 /~--,.•'it'" ... , _ _;,,, -., ,/ 5~,.:-,::;;,, ,,;~ ,M.: ,: s _.;*'>,1L_ _.r "'£--· ,::;;!:J, / /~ __,. .:5" //,:f ~ /s;-:z ' • ....-::..i • /-;.~()_~ ~-5 /:'..,-~ q ·;/ /-:y/ -:3 .? 7 , ,Y;z..._ CJ --r /,.14 ,.-;" ..... ,, / ;g, L) )/,:;~~ y:i ,c• ' .. -\J ~-1/ :I'' •• , BY A -~/ ~· ::;·1i., ;a_.., -_.r.~· -~" : --:,,,::-'c"'...,_.,,,..,.=.. ... :..-?.a:;, ---~·"':::..:al' ~~a...-',.,,..;;:__.,,._ ~::::....:.:.,,.,.t...!!:!::::::...::;:....:;;;.._-1 G.A. Nicoll and Associates, Inc. Earth Science Consultants ,,/ --...,..-·. _.,. 15621 Red Hill Avent:n<'Suite 210 Tustin, California 92680 (714) 259-9111 FAX (714) 259-0373 PROJECT NO. +77!/---r/ TRACT/LOT NO. LOCATION CAA'LsAA/J CONTRACTOR'S SHIFT . EQUIPMENT 4F?/? TEST LOCATION TEST NO. 17 /:il /CJ .~'> •· . /;i{i/) - DAILY RJ:PORT OF GRADING CONTROL CLIENT OR OWNER C,,,{) ,-uc L) PROJECT NAME G,::;0..,,1 Gu v ,;;-5 7 &A',.:- EARTHWORK CONTRACTOR OL/1/21 CLIENT REPRESENTATIVE J/ . ..,/.3!; U£.. h1<.AJIIE 5 WEAlHER REPORT NO. DATE DAY ,1· J ks-,Z. ':1'-f'-;:;:, /l,J. f:{, 1 JOB ENG. HOUH:s ~-JAi G ASSl;:,1•s· HOURS APPROXIMATE YARDAGE THIS SHIFT TOTAL ELEVA- TION ?-· ( I SOIL TYPE MAX. DRY DENSITY P.C.F. FILL MOIST. % TEST ORY DENSITY P.C.F. RELATV. COMPAC. ~ COMMENTS G.A. Nicoll and Associates, Inc. Earth Science Consulta11ts 15621 Red Hill Avenue, Suite 210· Tustin, California 92680 (714) 259-9111 FAX (714) 259-0373 PROJECT NO. . 4775-£1 TRACT/LOT·NO. LOCATION C-";2/4.S:-A LJ./J CONTRACTOR'S SHIFT EQUIPMENT '773 '.ir'A>Ac k TEST LOCA Tl ON TEST NO. / 7 __ -::' _:;:i "'~2or- :.-, ~ _, /!"" '..,:)Jj--,·.t:.:.J - PAO ,,.,.:.....-- L- 7 -~ DAILY REPORT OF GRADING CONTROL CLIENT OR OWNER CANC,r;i PROJECT NAME REPORT NO. DATE DAY &t',1./,}/.) r-// )/ "i'" 57,;£.,c; .,c,-6-Z4-·9:J? 7?Yt//< EARTHWORK CONTRACTOR OL.LIA.,; JOB ENG. ,, HOU11~ . ,rj//,/ .~'? ASSIST'S HQURS CLIENT REPRESE,!g,,,,ATIVE 1 / r,111.t. 1/~.h.<I~ s WEATHER APPROXIMATE YARDAGE THIS SHIFT TOTAL /}) ;;!J /Z8"~?- MAX.DRY FILL TEST RELATV. ELEVA· SOIL DENSl,TY MOIST. ORY COMPAC. TION TYPE -r.c.i=. " DENSITY " P.C.F. COMMENTS .:.t7 ..a. A J:J,71) /0.8' II~/ 9+ '7 - ,:..,. 4-//7 //3.7 95--fa-~' ~ '"? _9'.r:: / '--// ,:::; /,, :Z .. :i" 9-:P ,_,. __ ~{, ,..-; ~"t..r.:'1 ,-,:--r:,.,/'e,"'· 1,,,-l.,/,e:;:1.,z,~t ·~,::Xr~= 7 I , .. _ _..,. "' /--r ·.... • '-4,;, k,J,~fe.. (,/.}·u._1, '\ .• G.A. Nicoll and Associates, Inc. Earth Science Consultants 15621 Red Hill Avenue, Suite 210 Tustin, California 92680 (714) 259-9111 FAX (714) 259-0373 _ ....... August 12, 1993 Dewain E. C:ampbe:l l President, Pacific Division Cameo Cons tr·uct i-on Company·; I ric. 20250 Acacia St., sutte 200 Newport Beach, CA 92658 FAX 714-250-1001 RE: The Good Guys Store 2502·E1 camtno Real Carlsbad, CA Dear Mr. Campbell, I recieved your letter (fax) regarding the desire to drywall prior to having the 'building exterior completely weather protected, 11dryed in 11 • The Uniform Buildi:ng Code, UBC section 4711 states that drywall shal1 ·not be installed u·ntiL weather protettt6n is provided. · We understand your need to proceed ·with construction and the schedule you wish to keep and we -want to cooperate as much as possible with your schedule, however, we cannot·:negl ect our responsibility .to enforce the bui l di.ng code. Therefore .. if the City determines there is any damage to the interior finish it wi.11 be your responsibility to make any and all repairs and restoration as deemed necessary by the City of Carlsbad. · Sincerely, J. Paul York Building Inspector City of Carlsbad cc: Mr. Paul Vranes file ' 9-23-93 THU 14:05 M I I er .... , 4 s, Fo.b 0 0 ' ' -~ l • p .... ' .... Fl LL£R METAL ' : ' ~m~~iort no: · -· AWS 5 • 1 · ---'· Cl~lfl~tioo __ E_7_o __ l_8 ____________ _ " .,. .... ., ' :: .. F Four. (4} no. _______ _ O~I~ -~llltr m•1'_1 (If not covami by AWS 1i*ifie1tlon) ---------------------------------------- ,, *~l~ ~trip ua.td7 ...._...,.., _____ ....,.;. __ -:--___________ ....,__. ....... _______ ...,_ __ Filler ff\ttai (llam•ter .and trade Nml -.-J,,1,t .. e .... 0 ... -.. t.w,1 .. n ... c ... o,_J~n---- . -i.u-70 .. £EjOl8} ·. Flux for wbmer~ arc or gas for gas m~ul UC Ol:flux .. :•, . : .,, . :-·· . ., ' . cored arc welding . -. .,:._:: . : ... · ·,.:·GukiedStndTatResutu -'.;,; .: .. . . · ··:~~·{ ··:' . ., ';/. · .. rr,-.... ~ .. ·r ·•.·• . \ ... , '"!.·' . . . -··' ·. ,, .. ': ,,·.,·., .. ·•, ._ ... ·. ,: ··; . : . '' :· '~': ' .... : ,. ' ',•' . ' " .· ,,.. .. ' ' : .Type .... Face 3G Vertical e-rei.cal .··: · P~ssed Pas·sed ~ I ' ::,.··· .. Laborato~ test no~ __ 2_0_9_·5_3 ____ ._·_·_·:_··,_::'-_:· .. _·:_· ~··;t{·::··. , .2/n _a1 ·.. ,'/})?::::::'_:/;·:.··.:, .· •, I •: . . . ~-. ·. ··. . . Appearin" . ·· · . Fillat'si1e ---------------------- ••• • 1 • ,. .i~~' ··· ...... .. . '\ ....... : ' .-.. .. Fri!CtUre te1t root penetritlon " · Macroetch _________ _ {Oe!Seribe the location, Nture, and sin of iny crtck or uirin9 of th• s~imen.) Tnt CO!lducttd by ---------------------------------Laboratory test oo:-.. __________ _ Film ldfS1ilfi• cation • :. per ·.,,· RADtOG~APHIC TEST RESULT$ ' . . R•markl ... ,, ~-. .·.· '.: ··:·.J.·, Film ldentifl· c,tion RtttJIU ~-' :~· '' ' '( . ' ' ·.: ': j''\, ,.1, .. .Ttn wJtn~d by -................. ......, ..... ._ _____________ _ Ten no.--------'----+----------·-_; ,_. ·· ;._\'I'" pcs, ______________________ _ We, the undtrllif!ed, certify d,at th~ sutemanu· In ihlfrocord are correct and thit tho w~lds were pre~red .,~d tasted in_ ... =.-:· .•.. , . ~all(;e with trio r,quiremtnts of SC or O of AWS 01. 1, Structural Welding C«it. · Minufacturar or contractor Millers Feb & Weld DATE: ESGfL CORPORATION 9320 CHESAPEAKij OR., SUITE 208 SAN PIEGO, CA 92123 (619) 560-14-68 l 1 bad JURISDICTION: . C~X-l.$ PLAN CHECK· NO: 92>.-30'2.. SET: III PROJECT ADDRESS: '250'2 8 CaVf\\)'\6 \<,ro,.\ PROJECT NAME: "Tte.-Gocd G~~ Sto,e II D D 0 The plans transmitted.herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. · The plans·trartsmitted herewith will substa~tially comply with the jurisdic~ion's building codes when minor deficien- cies identified~--------~---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. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. 0 The applicant 1 s.bopy of the check list is enclosed for the jurisdiction to return to the app~icant contact person. _ O The applicant's copy of the check list has been sent to: II Esgil staff did not advise the applicant contact person that plan check has been completed. O Esgil staff did advise applicant that the plan check has been completed. Person contacted: . ------------ Date contacted: _________ Telephone ff_. ______ _ D REMARKS: -------------------------------- Byf2bef~JJi ESGIL CORPORATION 5/l'c/93 Enclosures: ---------- 0GA OcM II DATE: ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 _ (619) 560-1468 I 13 QAPPLICANT JURISDICTION: CITY_ QE CARLSBA.D c:::::b] JUR I s Dfc"'n-eN:::-75 PLAN CHECKER QFILE COPY PLAN CHECK NO: 9s-3o 2 SET: ::Jr_ OUPS PROJECT ADDRESS-: _____ 2.~ ____ 0_2-__ __..E=--L-----_C_:.4'-'---'-f\1~/N---=--=O;;._.,_R,:.;sEA L ODESIGNER PROJECT NAME: ____ ---:-r ______ H ___ E ___ G ___ o_o_J:> ___ <:S;.,--~LJ-Y:_s ___ ___ D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdic~ion's building codes when minor deficien- cies identified --,----,,----------,,,~--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 •. ·-~The check list transmitted herewith is for your information. ll!ill The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. · IJ-Th~ appl~cant' s (?OPY of Da n, e / fv1 tAc don oil J the check list has been sent to:· fi Esgil staff did not advii;e_ the applicant contact person that plan check has been completed. _ O Esgil staff did advise applicant that the plan check has been completed. Person contacted: ___________ _ Date contacted: _________ Telephone i _______ _ 0 REMARKS: ---------------,-------------- By: ]2A VID )'A-0 . ESGIL CORPORATION 4/2_7 Enclosures: ---------- ifiJGA filcM RL EAD ·4/z] JURISDICIION: __ ....,CA-=--:...:..,_.,,;.;;::;';..;;;;..'----'-.;._--------'Date plans received by plan checker: ___________ _ PLAN CHECK NO.: __ q __ ?_-_· ? ___ o_2..._~Date plan recheck completed: .. r/ By: __ ...,J>. .... c?i ....... V ........ ID.._..,.~ ... ~--....... - / PROJECT ADDRESS:_. __ z.J_-_0_2 __ __.E_{ ___ c._.l')....__.tz:1 __ l __ ....... a ____ R __ ('> .... ,?1.......,{ ____ ,--_____ _ , TO: __ l> ......... a_n-'-~~f-----H~n_r_rl,._co........_c._/d _______________________ _ RECHECK PLAN CORRECTION SHEET FOREWORD: PLF.ASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, UnifoI'lll Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department ·or other departments. The items shown below nee~ clarification, mo9i~ication or change. All items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303(c), of the Uniform Building Code, the approval_ of the plans does not permit the violation of any state, county or city law. A. PLANS Please make all corrections on the original tracings and s~bmit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: Io facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this· check sheet with the revised plans. ±he The following items have not been resolved from previous plan reviews. The original correction number has been given for your reference. IQ Gasa you did not key a ccwr QL..t,h..JL...P._tior COI'Fee-E.01'1. Hs-t,..._~~ encl_Q.s.ed--these--pages-"C'on~~:H-1- outst&i~. Please contact me if you have any questions regarding these items. Please indicate here. if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made to the plans not resulting from this correction list? Please check. ______ Yes ______ No Oho>: +a ) . -1-)-. Om -tte!(;_"(;,;, . +. -:------=---:.,___-=..~~---=-'-""-'-'-~~;___---4,.;"1,.,-~~,----=-r-~.!...f:f;;.../,--'-.q,._~.i.....:;.:.,_ -;-/2;;,-t /) .)_) J) Form No. RPCS.41290 , I a I of: tJ ,'/ -+k s-t:),'l.r ·,-.7(>,,,_:r- k,rk-./f·//4,/ en j Cey'(J)cfe<f +J,.o ,n-hnf b -f +A-e_ IH _ .. <'Oh> l1nrl/P 1 I h ,. 'II .)URJ$)ICTION: C A:R LS~AD Pl.JJ{. am:x mMBER: 2'?>-30'2- PUJ( Cl::ID.XU: CH\JC!C IID\"DEh'HIJ..L /-Subr:lit complete · electrical i,lans reflecting the full e>:tent of \.'Ork to be perfonied, including but not li111ited to the following as applicable. L Sub111it coc:plete service and feeder one- /--line diagram. K£C 215-5. / Shov the A\·ailable Fa\!lt Current (!sc) !roo the Utility Co. and at equipment ~here the Isc exceeds 10,000 amps. 0 ho.,,. the ampere interrupting capacity . (AIC) ratings of su-si u 1111:4 subsen·ice equipoent. KEC 110-9,._239 ,s. "'D'S-f /- / 0ethod used to li.I:lit fault currents to 10,000 amps on branch circuits. Show fuse letters if. used (i.e., JJN, A3T, LPN) • .SE.E. &eLO::.JJ Shov :use/breaker size(s)~. MEC 240-6. Sho..., each building discoMecting mea:~s. REC 230-84. s. Sh:~ ::~d~!: ~~d •!=e si:es. ~Specify wire type (AL or CU) and ~ insulation (i.e. !H'w"N). MEC AK!. 310. ;,.£. Sho.,,. the approximate length of feeders. · u!. Shov the grounding system required for / each building, structure, or service. XEC lS0-2.4, SO{a), 8l(c). ~ Show the "nearest elect.rode" used for r-each tra.nsfomer secondary ground system (i.e., bldg. steel, cold -.;at.er pipe). HEC 2S0·2.6(c). ~hov the grounding electrode conductor 9'ize and "-ire type (AL/CU). KEC 2.50-94. 'Ji. Subm;t load calculations-/~ In~lude long / .: ... contl.nUous load~ (LCL) and · _largest motor loads.. NEC AR:r 2.20. · ~-·Sho.,,•/!dentify nev loads proposei for the existing.equipment. ,{. Indicate main service size and total r-· load. -J. Specify ._.iring methods (i.e., EHI, Metal /' • Conduit). /· PACE: I / 2. SE:I: I S--3--·13 71sm:: 4 /\ 9193 1/!7; Show location of Service' s). KEC 110-16, 230-2. · Specify dimensions of equipment rated 1200 a::ips or more. NEC ll0-l6(c). Provide t.i,e required access and entrance to ~orking space !or equipment rated 1200 a.cps or ~ore and over 6 feet ~ide. NEC ll0-l6(c). Sho-J location of all panels, load centers, s~itchboards, a.,d transfor::iers. REC-110-16, 240-24, 300-21. Provide t..,,e ·required ~orking space about electrical equipraent. HEC 110-16. r-Subcit cot:iplete pa.,el schedule(s). 2l[. P:ovide 0\·e=c\!:"':'ent. protection on t.'lie /. i seconda.ry side of transfo:::-mers. NEC 240- 211:2:., 3SZ.-l6(d). Provide required tra."lsfomer ventilation. NEC 4so-9 • .s E.\=. B acw :zL Provide ;ecept.acle(s) ~it.hin 25 feet of / h-V AC. equ:.pment. 'I.MC 509. ,/_ P:::-o\·ide t.'le required 20 amp 17.00 VA sign /" -circuit(s) a.'ld recept.acle(s). NEC 600- 6{b)(c). ~ Pro'\·ide "unifor1l111 pattern 1ig."1ting ._.it."li."l / sight of multiple s-..•itch lighting controls. CAC ~itle 2.4, 5319. ~ \.'hen t-.;o or more exits are required, sho.,,. / -exit sigr.s on the lighting plan(s) at all required exits and specify them as being self-luminous or having a second po...,er source (battery or generator). h"EC 700- 16/UBC 331'4. . :f6. In ~11 occupancies where the exit system / s~rves 100 or more occupants, provide a m; r.:i mum of l foot.candle e!l)ergency i l hu,ina tion at. the floor level and spewS~y a second power source (battery or g~ne~ator). NEC 700-16/UBC 3313. 0 To speed ut> the recheck process I note on this list (or a copv) where each correction item has been addressed, i.e., plan sheet, specification, etc. Be s\ll"e to enclose the marked up list 'When vou submit the revis~d plans. Any questions on electrical corrections please contact the plan checker sho._-n .above at Esgil Corporation at (~19) 560-1468. lba.nk you. . 09/04/92. " JUUSDICDOlf: CARL~ ~AD PAGE: 2,12- SI:t": __ I __ PI.JJ{ am:x 1't.KS.EX: 9 ?::,-3 0 '2,,. PU.'< am:m: CHUCK MENDENHALL DA:I:£: 4 / l91'§; . (t;i ~o+e 0--i'\ -tY\r-dnYV, 't1\(lf -W \ f 1 °.y\ r. , -9t -,c tu. f ~ ~ {1\1\.r\ --r.:>l'.H \ 0 '{Y'\f\,..._ ~ \ f ,j \-\-Y'I I. 11 th f' ~.'., • ~+I l\ .J_',. .. ·~ 'f"e('\ ( .'Y\. <:.. 0.. 0 \tail nl 1r11.'r. e ,1,\\\ r ..(j'(\,\_ n I \ r l l, \-r\\ " -I C le>. r.-, , r ,s \ \ ' ~) Ee_, -~ f\Ol~ -tr\ e +o \ \ ov..)\,,~J /, : J <00)_ f"Pce o-\-a.c l~c. ··o.. Y\t\ '-1 .. c.u.) ttchP c..., '{Y\6,~ f\'\QI'\ \8/' O..t::o\.~ -+J (\ e _ '+-I oar . ®') L\a\,+ +ix+ u re. _r.., fl6t \e~~ thaY\ \~ o.6.ie. ff\c:. ~lee, @/J. ~e't e..otOL les 'f)o+ c; t=-1 [),at-Pc. ter\ '{Y\l (c:..+ V') e 30o._y,,,_o I of eo.._ ""t e. r-. Toe ~c. h t"_rlc: le~ Ao vl ot ,e~\ec + -fu .. \ or l <... \.} I .. . '. . . .. .. -. , .. . . ... : . . - .... . . ~ . \ ;.,. . .. imusnxc:r1ar: CAtY.rs ~ h'a PIA1f cm:i:t" lltlmER: -9 3 -3 ° z -----· - t.. w.n::, _____ s--_-_o_-_9.....;;.3 __ ~GW(_AD.WX PI.Al( QlECDR: D I ·- . D --- DATE: ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208- SAN DIEGO, CA 92123 (619) 560-14-68 JURISDICTlON: CITY CARLstSAD · PLAN CHECKER QFILE COPY QUPS ODESIGNER PL.?1.N C~ECK NO: 9 .3 -:so ·Z.. SET: Z PROJECT ADDRESS: __ ___,2~5'~0~L.__~E=-~/-~Q~~~n1~1~n-o"----"-'J?i~p~~~f PROJECT NAME: _____ .....,..,~-Jl~6=-------G'=-o~.~6~D'---=R:;;...=u~y:~:s=--=-[ D D D Tha plans transmitted herewith have been corrected where necessary and substantially comply with the .jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified ----'---------are resolved and checked by building ~epartment staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and·should be corrected and resubmitted for a complete recheck. lil1mi The check list transmitted herewith is for your information. ml The plans are being held at Esgil Corp. until corrected olans are submitted for recheck. .. ' D '!'.he applicant's copy of the check list is enclosed for the jurisdiction·to return to the applicant contact person. . ~-. . · I} The applicant ,·s copy of the check list has been sent to: . Pao,el t-1~c·don0td .. :#214 IJ Esgil staff d.id not a.dvise the applicant contact per'son that plan check has been completed. O Esgil staff did advise applicant that the plan check has been completed. Person contacted: ___________ _ Date ~ontacted: ___________ Telephone t _______ _ O REMA~KS: ----------------------------- By: .DAVID YAO ESGIL CORPORATION 4-/o 0 Enclosures: ---------- ' qs-~o? PLAN CHECK NO. ------' __ -:,...._-<-_______ _ JURISDIC'IIOH: __ __,_C ... A=-'-'R.._L_,S ___ f?,._A-;_---D ___ _ Date plans received by jurisdiction: _____ _ ro: ___ D~~-n=~~l _____ fvf ........ ~-c-J~a ........ na___._l=d----- Date plans received by Esgil Corp.: ___ 4-_1/;_g~-- 1 04 o l3 s+. =lf:214 CA Date initial plan check completed: .4../ 'v"'. ,Vb By:_--""D'""'"A ......... 11........._., C>..____ ...... ~-'-A .......... o=---- Applicant contact person: Ponte I OCCOPAHCY: ___ E=--·-_2-__ / _____ E ___ --__.__f" ----Tel. _ ___,' @ __ ..;..;;l.±=-c;.)_4~S-____._C/_------'=6__._I fD=--=· ______ _ BUlLDING USE: Reio; I .$q/p,s I Ci-St0 >eo 111-~//,:.,_-h~RFJ,lOJID: PU.ASE RF.AD nPE oF CONsnrocnOH: _____ v ___ -__,__r--/_._ ____ _ ACIUAL AREA: _ ___. ____ / .S-_____ / __ 4. ______ 4-..____.l_...,I o ___ o ____ o __ 16 1<1..4- ~ AREA: ___ ~_o_o_X_&_---~_4-o_o_o __ Sl'ORIES: __________ / ______ _ BEIGB:r: ____________ ,..... _____ _ SPRDIKLERS: ______ ..,,Y........,l!!?..a~=--------:, OCCOPAH? LOAD:...,_ ___ s_J-12 ______ _ ImlARKS:. __________________ _ 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 energy conservation, noise attenµation and access for the disabled. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present ca-lifornia law mandates that construction comply. with Title 24 and the applicable model code editions adopted, with ot without changes, by the various stat.e agencies ai;thorized to propose building regulations for enforcement at the local level. Code sections cited are-based on the 1991 UBC. The circled items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c), 1991 Uniform Building Code, the approval of the plans does not permit the violation of any· state, county or city law. To speed up the recheck process, note on this list <or a copy) where each correction item has been addressed, i.e., plan sJ:ieet, specification, etc. l3e sure to enclose the marked up list when you submit the revised plans. List No. 22, GENERAL COMMERCIAL, WITHOUT ENERGY OR LOCAL ORDINANCE OR POLICY SUPPLEMENTS (1991 UBC) A. 0 /. B. I I I I I .-. ',- Please make all corrections on the original tracings and submit two new sets of prints, to: Esgil Corporation; 9320 Chesapeake Drive, Suite 208, San Diego, california 92123, (619) 560-1468. Please make al 1 corrections on the original tracings and submit two new sets of prints, to: The jurisdiction's building department. Provide the site address and a vicjnity sketch on the Title Sheet. Provide the names, addresses and telephone nwnbers of the owner and the responsible design professionals on the Title Sheet. All sheets of the plans and the first sheet of the calculations are required to be signed by the california licensed architect or engineer responsible fo~ the plan p_reparation. Please include the california license number; seal, date of license expiration and the date the plans ·are .signed. Business and Professions Code. .Show on the Title Sheet all buildings, structures, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed spould be clearly identified as 11not included" on the site plan or Title Sheet. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Group Description of Use _Type of Construction Sprinklers:. Yes or No Stories ->s_ ,Height r· Floor Area . . . Justification to exceed ·allowable. area in Table 5-C. (if applicable) Justification to exceed allowable · height or stories in Table 5-D. (if.applicable) Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained. 8/4/92 / c. ® ® /s· r· /. @ r· ,. . /_. f Indicate on the Title Sheet whether or not a grading permit is required for this project. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1991 UBC, UMC and UPC and 1990 NEC. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 9-A and 9-B. Specify the uses of all rooms or areas. SIIE PLAN Provide a fully dimensioned site plan drawn to s ca 1 e. Show north arrow, property 1 ines, ea.semen ts, streets, existing and proposed buildings and· structures. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plann. Clearly designate on the site plan existing buildings to remain, existing buildings to be demolished, buildings to be constructed under this permit and any proposed future buildings. Clearly designate any side yards used to justify increases in allowable area based on Section 506. Show (;>n the site plan all proposed walls, retaining walls and fences. Specify their heights on the plans. Provide construction details if a part of this permit. Clearly dimension building setbacks from . property lines, street centerlines, and from all adjacent buildings and structures on the site plan. Show and dimension on the site plan all building projections including eaves, balconies, cornices and similar appendages extending beyond the exterior walls. Show on the site plan, or provide the grading plans, showing finish floor elevations, elevations of finish grade adjacent to buildings, drainage patterns and locations and gradient.s of cut or fill slopes. Show dimensioned_parking layout including any required disabled access spaces. Show the location of any designated flood plains, open space ea-semen ts, or other development restricted-areas on the site plan. 2 D. @ t· ® ® f· @ LOCATION ON PROPERTY When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the pui:pose of determining the required wall and opening protection and roof cover requirements, per Section 504 (c). An exception is provided if the combined area of the buildings is within the limits specified in Section 505 for a single building. If this exception is used, show how the btiilding(s) will comply with Section 50·5. 1f appl; c-cd:) e... When a new building .:Ls to be erected on the same property as an existing building, the location of the assumed property _ line with relation to the existing building shall be such -that the exterior wa.l 1 and opening protection of the existing building meet the criteria of Table 5-A and Part IV. Section 504. ( c) • 1-F o..pp Ii' ccd,,)-e_ Buildings over one story and containing courts shall have an assumed property line for the p1,1rpose of determining required wall and opening protection of court walls, per Section 504 (c). See possible exception. Please show how the court walls will be made to comply with Section 504 (c). The exterior walls less than ;;J-0 feet to a property lil)e or an assumed property line, shall be --1.!z.t_fire-rated construction. Section _o3. Exterior walls shall have a .30 inch parapet when less than 10 . feet· to· a property line or an -assumed property line. The uppermost 1811 of such parapets shall be noncombustible. (see exceptions, Section 1710.) The exterior wall shall have protected openings (3/4 hour) when closer than / o feet to a property line or an assumed property line. Section _____ 03. The·. exterior walls shall have no openings when closer than ..r feet to a property line or an assumed property line. Openings include windows' doors., scuppers' vents' etc •. Section · 03. Eaves over required windows shall be not less than 30 inches from side and rear property lines. Section 504 (a). · Combustible projections .located where openings are required to be protected shall be heavy timber or one-hour construction. Section 1711. Projections may not extend more than 12 inches into areas where openings are not allowed. Section 504(b). 5/26/92 /s· Projections over public property nrust comply with Chapter 45. Projections may not extend more than one- third the distance to the property line from an assumed vertical plane located where fire- resistive protection of openings is first required. Section 504 (b). When openings are required to be protected due to location on property, the sum of openings shall not exceed 50 percent of the total area of the wall in each story. Section 504 (b). -,,/."' A covered pedestrian walkway must comply with /-the requirements in Section 509. E. /. f· Exterior exit balconies cannot be located in an are.a where openings are required to be protected. Section 3305 (i). Exterior stairways shall not project into yards where protection of openings is required. Section 3306 (m). Yards or courts serving as required exits for 10 or more occupants must be at least 10 feet wide or have walls of one-hour construction for a height of 10 feet above the court or yard grade. Openings shall be protected by fire-assemblies having a rating of not less than three-fourths-hour. Section 3301 (b) definition and Section 3311 (d). ·structural elements exposed in walls required to be fire-resistive construction due to location on property must have the same fire- resistive rated protection as the wall, or as required for the structural frame for the type of construction, whichever is gre.ate~. Table 17·-A footnote 1, and Section 1702. Openings for scuppers, mechanical equipment vents, foundation vents and similar openings have to be protected where openings are required to be protected. Table 5-A, Section _03. BUILDING AR&\ When a building has more than one occupancy, the area shall be such that the sum of the ratios of the actual area divided by the allowable area for each occupancy shall not exceed one. Section 503 (a). As shown, the building(s) is/are over are.a for the Type of Construction shown. Table 5-C. No single story can exceed the basic are.a allowe·d by Table 5-C plus the increases allowed by Section 506. 3 . ' I· G. f I· I· /3· f· /. H. f· f. /8. Provide a note on the plans stating: "Penetrations of area separation walls shall be protected· with through-penetration fire stops and membrane-penetration fire stops in accordance with UBC Section 4304". BUlLDING HEIGHr/Sl'ORIES Clearly show the maximum building height based on the definition in Section 409. Clearly show if the lower level is a basement or story, based on the definitions in Section 403 and 420. Plot the finish grade (adjacent ground level) on the elevations and dimension the distance to the floor above for story determination; See · definition of grade·, Section ~08.., The height and number of stories cannot exceed that shown in Table 5-D. Show the code basis for the height/number of stories as shown. One additional story would be permitted beyond that shown in Table 5-D if the building is sprinklered throughout and the sprinkler system is not otherwise required by Section 506 (area) or Section 508 (substitute for one-hour). Section 507. Towers, spires and steeples shall comply with Section 507, Exception 1. FIRE-~IS'IIVE OOH~ON Where one-hour fire-resistive construction is required, an approved automatic sprinkler system, when not otherwise required, rnay be substituted for the one-hour construction. However, the fire sprinkler system shall not waive or reduce fire-resistive requirements for: occupancy separation, exterior ·Walls due to location on property, area separation walls, shaft enclosures, corridor protection, stair enclosures, corridor protection, stair enclosures, exit ·passageways, type of construction separation per Section 1701 and enclosures for boilers and heating plants. ·Section 508. . ' Provide details of the one-hour fire- resisti:ve construction. ·rnclude roof/ceiling assemblies, floor/ceiling. assemblies, wall assemblies, column.and beam assem~lies, etc. Detail and reference I.C.B.O. · number or other approval for horizontal fire assembly using trusses. Item 21-1.1 in Table 43-C requires 2 layers of 5/811 Type X gypsum wallboard at the bottom chords of trusses. Section 4303 (b) 8. Defa,' f 61Dz. - / hY of -f-~-f> S?9 I { . 1-vq// p)PO(P :s:hgt I Pf Cf an'=±y 8/4./92 /o· Detail how one-hour fire-resistive wall construction is maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 1:6 square inches. in ¥ea, etc. Section 4304 (f). t-f opp!; Ce-.l. f..c_. Detail how fire-resistive wall and ceiling protection will be maintained at all duct penetrations such as at bathroom and kitchen hood farts, laundry room fans and dryer vents. Also detail recessed light fixtures. Show duct openings in ceilings, regardless of size, have approved ceiling fire dampers. Section 4303 (b) 6. New provisions in Chapter 43 of the 1991 UBC require special treatment of penetrations at fire-resistive assemblies. Provide typical details on the plans showing how the fire- resistive integrity will be maintained at the following conditions (Include the manufacturers' names and ICBA numbers (or equal) for any sealant): lj-o-.ppl,' Co-.h/-€.... A. THROUGH-PENETRATIONS (through the entire assembly): l. Fire-resistive bearing walls and/or walls requiring protected openings shall have penetrations protected with through- penetration fire stops having an F-rating, I-rating or complying with UBC Standard 43-1, depending on their locations, sizes and combustibility. 2. Fire resistive floor/ceiling assemblies shall have penetrations protected with through-penetration fire stops having and F-rating, I-rating or complying with UBC .Standard' 43-1, depending on their sizes, combustibility and whether the penetrations are in walls above. B. MEMBRANE-PENETRATIONS (through only one ·side of an assembly): l. Fire-resistive walls (whether bearing or not and whether requiring fire protected openings or not) shall have penetrations protected with membrane-penetration fire stops having an F-rating or complying with UBC Standard 43-1, depending on their size and combustibility. Limited steel electrical outlet boxes .(not exceeding 16 sq. in., nor more than 100 sq. in. for any 100 sq. ft. of wall) require no protection. 2. Fire-resistive ceilings shall have no penetrations, except for noncombustible sprinkler pipes and steel electrical outlet boxes as described above. NOTE: The plans should indicate the various fire-stop ratings required for all. penetrations. GVq hd .r., . b/4;, 5 ./ I· ® I· I· /a· ,. ~- f· Provide a -note on the plans stating: "Penetrations of fire-resistive walls, ~- cailings aJ:1d reef eeiliJ:igs. shall be protected as required in UBC Sections 4304 and 430511 • Clearly identify location and hourly fire- resistive rating of vertical shafts on the plans. -Provide construction details showing location of fire dampers and how fire resistivity will be maintained at floors and roofs. Section 1706. Fire-resistive exterior wal 1 construction shall be maintained through attic areas. Section 4304 (c). ~l Detail column fire protection and specify column impact protection in gar~ge areas per Section 4303 (b) 5. As a minimum, show a 22 ga. steel jacket around each column to· a height of 3 feet above the ground for impact protection. Structural members such as beams supporting more than one floor or roof must be individually fire protected. (Section 4303 (b} 6.) Detail required pr9tection. Clearly specify minimum thickness of walls and slabs to provide ____ -hour fire-resistive rating per Table 43-B and C. Clearly specify minimum cover for bonded reinforcing at __ fire-rated floors, ______ f i r e r a· t e d columns, ..,.....,... ___ fire rated beams. Clearly specify minimum cover for prestressed concrete tendons per Section 4303 (c) 3. Detail all fur:i;-ed ceilings as required in Section 4203. Show fire-retardant treated wood where necessary. Clearly label and identify on the plans the fire-resistive corridors, area separation walls., shafts, occupancy separation walls and floors, exit courts less than 10 feet wide and exit enclosures, along with their hourly ratings. Section 302 {d). ·naERIOR WALL AND C!EILIHG FllfISH Foam .plastics ... fihall not be used as interior finish exce~t_as.proviqed in Section 1713. When walls ~d-ceiling are required to be fire-resistive or noncombustible, the finish . material shall be applied directly against . such fire-resistive or noncombustible· construction or to furring strips not exceeding 1-3/4 inches. The furred space shall be filled with inorganic or Class I material or fire stopped not to exceed 8 feet in any ·direction. Section 42031 1. 8/4/92 I @ J. I- I· 1· When finish materials are set out or dropped more than 1-3/4 inches from fire-rated walls or ceilings.the finish material shall be Class I or sprinklered on both sides or attached to noncombustible backing pr furring strips. Sect:i,on 42031 2. Hangers and assembly members of dropped ceilings below a one-hour ceiling assembly shall be noncombustible materials except in Types III and V construction, where fire- retardant treated wood may be used. Section 4203, 2. All interior wall or ceiling finishes (except Class I) less than 1/4 inch thick shall be applied directly against a noncombustible backing unless it is in accordance with an approved tested assembly. Section 4203, 4. Provide a note on the plans or on the finish schedule, 11Wall and ceiling materials shall not exceed the flame spr~d classifications in UBC Table 42-B.11 · · OCCUPANCY SEPARA:rION A _/_'"hour occupancy separation :i._s required between 8 :Z.. occupancy and the .e::, I occupancy. Table 5-B, Section 503(d). (See exceptions in Section 503) Administrative and clerical offices and similar rooms need not be separated from other occupancies provided they a,re less than 25 _percent of the floor area of the major use and not related to an H-2 or H-3 occupancy. Section 503 (a). Provide ___ -hour fire-resistive door assemblies in the ___ -hour occupancy separation. Section 503 (c). A B-1 occupancy in_the basement or first story of a bui:lding housing a Group B, Division 2 or Group A, Division 3 occupancy may be classed as a separate building. The building above may also be considered a separate and distinct building for the purpose of area limitation, limitation of number of stories and type of construction ONLY if the conditions of Section 702 are met: a. B~l is Type I construction. b. B-1 is separated from the uses above by a three-hour occupancy separation. c. B-1 is restricted to passenger vehicle storage, entry lobbies, laundry rooms and mechanical equipment rooms (no storage, recreation room, etc.). d. The maximum building height does not exceed the limits in Table 5-D for the least type of construction. 6 M. 'I· CX>RRIDORS Corridors and exterior exit balconies serving 50 or more occupants must be a minimum 44 inches wide and 7 feet high to the lowest projection. A minimum width of 36 inches may be used if the occupant load is 49 or less. Section 3305 (b). When a corridor or exterior exit balcony is accessible to the handicapped, changes in elevation shall be made by means of a ramp. Section 3305 (f). Corridors serving 30 or more occupants shall have walls and ceilings. of one-hour construction. Show compliance or clearly show on plans which of the following exceptions has .been satisfied: · a. Corridors greater than 30 feet wide when the occupants have an exit independent from the corridor. b. Exterior sides of exterior exit balconies .• C. Cor,ridor walls and eeilings need not be of fire-resistive construction within office spaces having an occupant load of 100 or less when the entire story in which the space is located is equipped with an automatic sprinkler system throughout and smoke 'detectors are installed within the corridor in accordance with their listing. d. Within of:fice .. spaces occupied by a single tenant, partial height partitions which form corridors and which do not. exceed 6 f·eet in height need not be fire resistive, provided they are constructed in accordance with Section 1705 and are not more,than three fourths of the floor- ~ to-ceiling height. Section 3305. (g). 8. ExiJ:. ··corridors shall not be interrupted by intervening rooms. Foyers., lobbies or . reception rooms constructed as for corridors L ·, shall: not be construed as intervening rooms. Section 3305(a). 49. One-hour fire-rated corridors shall have interior door openings · protected by t;ight- fi tting smoke and draft control assemblies rated 20 minutes, except openings in interior walls of exterior exit balconies. ·Doors shall be maintained self-closing or be auton:iatic- closing by action of a smoke detector per Section 4306 (b). Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 3305 (h). 8/4/92 Total ar~ of all openings, except doors, in a:n.y portion of an interior corridor, shall not exceed 25 percent of the area of the corridor wall of the room which it is separating from the corridor. Such openings shall be protected by fixed glazing listed and labeled for a fire-protection rating of at least 3/4- hour. Section 3305 (h). Protection of openings in the inner walls of .exterior exit balconies is not required only when it is possible for occupants to exit in two directions. Elevators serving more than two stories shall not open into required one-hour exit corridors unless protected by an approved smoke/ draft control door system. In high rise buildings refer to Section 1807 (h). Section 3305 (j). 15'3. Duct penetrations of fire-rated corridor / ceilings shall have fire dampers per Section f · 4306 (j). Combination fire/ smoke dampers are required at duct penetrations of rated corridor walls. Fire rated corridors are not to be used to convey air to or from rooms. UMC Section 1002. 1s/. Provide a complete architectural section of f · the corridor, and exterior exit balcony, showing all fire-resistive materials and -details of construction for all floor, walls, roof and all penetrations. Section 3305 (g). 4 Ceilings of combustible · materials cannot be suspended below the one-hour corridor ceiling. In types III or V construction fire retardant treated wood may be used. Section 3305.(g). Corridor walls may terminate at t.11.e ceiling only if the ceiling is an element of a one- hour fire-r.esistive floor or roof system. Section 3305 (g). When two exits · are required, dead end corridors and exit balconies are limited to 20 feet. Section 3305 (e). If a room with an exhaust fan has a door opening into a rated corridor, show how make- up air will be provided to the room. The door cannot be undercut, nor can a louver in the door be provided. Section 3305(h)l. If. EXrr SIGNS 1/o. Exit signs are required whenever two exits are r:equired. Show all required exit sign· locations. Section 3314 (a). ~ Show two sources of power for the lamps at ~ exit signs. Section 3314(d). 10 'Show that exits are lighted with at least one foot candle at floor level. Section 3313 (a). ~ Show separate sources of power for exit i..:.:;., illumination. {Occupant load exceeds 99) Section 3313 (b). 1/4. The exit sign locations as shown are not / adequate. O. ELEVAl'ORS 16~ ,Elevators shall be enclosed in a one-hour ;· shaft except in Type I and Type II F.R. construction where the elevator shall be in ,a two hour shaft. Section 1706. f. fo. Every opening into an elevator shaft enclosure shall be protected by a self-closing fire assembly having a one-hour fire rating in one- hour shafts and one and one-half hours in two hour shafts. Section 1706. Elevator shafts extending through more than two floor levels shall be vented, to the outside. The area of vent shall be not less than 3 1/2% of the shaft area and a minimum of 3 square feet per elevator. Section 5104. Elevators in high rise buildings shall comply with Section 1807(b). Every elevator lobby or entrance area shall be provided with an approved smoke detector as required by Section 5103(b). Revise the number of elevator cars per hoistway enclosure to comply with Section 5103(a). Provide clear inside elevator car dimensions as required by Title 24: a. In high-rise buildings, A/E/I occupancies, State-owned buildings, residential care homes, he>tels, motels, apartments and condominiums: 8011 by 5411, with a 42-inch -:. _._ side slide door. b. c. 8/4/92 Elevator in buildings more· than two sto~ies or ~ildings where disab~ed access is required to upper level ( s) : 6811 by 5411 ,. with a minimum clear door width of 3611• Elevators other than in (b) above serving less than 50 occupants shal 1 have a minimum inside platform of 4 feet 6 inches by 4 feet 6 intjles and· a minimum clear door width of 36 inches. • _/ Provide potes, details or specifications to ;'-· show the elevator will comply with UBC Sections 5102-5106 and Title 24. P. Doors other than the hoistway door and the elevator car door are prohibited at the point of access to elevator car, except doors readily openable from the car side. Section 5106. GLASS AND GLAZING ~ Specify on the window schedule the glass type l:.7 and thickness to show compliance with Table 54-A and B. ~-Show safety glazing in the following ~, locations,, per Section 5406 ( d) : ra:\ Where the nearest edge of glazing is '-..,;:::" within a 24-inch arc of either side of a door in a closed position (unless there is an intervening wall between the door and the glazing or if the glazing is 5' -011 or higher above the walking surface). @ Glazing greater than 9 square feet with the bottom edge less than 1811 above the floor and the· top edge greater than 3611 above the floor ( unless the glazing is more than 3611 horizontally away from walking surfaces or if a complying protective Qar is installed). / • Glazing in shower and tub enclosures (including windows within 5 feet of tub or shower floor) • Q. RQQ[ 1;£. A Class 32-A. roof covering is required. Table 1p. Specify roof slope. 17Z. Roof pitch is not adequate for roof covering / specified.· Specify minimum pitch of ___ _ f. Specify roof material and application. Chapter 32. . /iso) Specify ICB0, UL or other recognized listing C., approval number for roof materials not covered in UBC, e.g., El!, etc. _lJ. Specify minimum 1/4 inch per foot roof slope ;·· for drainage or design to support accumulated water. Section 3207 (a) and Section 2305 (f). l "'( Show roof drains and overflows. Size drains 7~-per Appendix D of UPC. Section 3207 (a). ,J3. Show the legal basis to allow roof drainage to r· flow onto the adjacent property. 11 l ;.. B-2 and B-4 occupancies with over 50,000 sq. ft. of undivided area and H-1,2,3,4 or 5 occupancies over 15,000 sq. ft. of single floor area shall have smoke and heat vents per Section 3206. Plastic skylights must be separated from each other by at least 4 feet, unless they are over the same room and their combined area does not exceed 100 square feet (or 200 square feet if the plastic is a 11CCI11 material). Section 5207 (a) 6. Plastic skylights shall not be installed within that portion of a roof located within a distance to property line where openings in exterior walls are prohibited· or required to be protected. Section 5207 (a) 7. Provide skylight details' to show compliance with Chapter 34 and Section 5207 or provide ICBO or other recognized approval listing. Provide plastic roof panel details to show compliance with Section 5206 or _provide ICBO or other recognized approval listing. Show attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of attic area if at least 50 percent of the required vent is at least 3 feet above eave or cornice vents. Section 3205 (c). /,Qo) Show location of attic accei;s with a minimum ~ size of 2211x3011 , unless the maximum vertical headroom height in the attic is less than 3011 • Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 3011 headroom clearance is required above the op~ning. Section 3205{a). 'Some o.."lftc c::v-f'o.... d ,cJ 1-iot_ ..f?cwe... Cl a:-e s ~ R. FIRE EXrINGOISBING ,.. · 1J1.. Fire sprinklers are required for any story or 7 basement when the floor area exceeds 1,500 sq. ft. and there is not provided at least ·20 sq. ft. of openi,ng entirely above the adjoining ground in each 50 lineal feet or fraction tjlereof 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 3802 (b). · Fire sprinklers are required in a basement if any portion of a basement is more than 75 feet from openings in an·exterior wall. Section 3802 {b). 8/4/92 f Fire sprinklers are required at the top of rubbish and linen chutes and in their terminal rooms. Chutes extending through three or more floor shall have additional sprinkler heads installed within such chutes at alternate floors. Sprinkler heads shall be accessible for servicing. Section 3802 {b). 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 or in B-2 retail sales occupancies.more than three stories in height. Section 3802. Fire sprinklers are required in H occupancies when exceeding the areas in Section 3802 (f). Provide fire sprinklers in rooms used by the occupants for the consumption of alcoholic beverages when the total area of unseparated rooms exceeds 5000 square feet. For uses to be considered as separated, a one-hour occupancy separation is required. Section 3802 (c). Provide fire sprinklers _________ _ Section 506, 507, 508 or 3802. jurisdiction ordinance. See also Note on the plans: "When serving more than lOO sprinkler heads, automatic sprinkler systems shall be .supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 3803. Provide class _ standpipes per Section 3807.· A first story as allowed by Section 702 shall be included in determini~g the number of stories when determining if standpipes are required. Section 3.805. s;· POUNDATIOH ~ Provide a copy of the project soil report prepared by a california licensed architect or c ivi 1 engineer. The report shall include fo~dation design recommendations based on the engineer's findings and shall comply with UBC Section 2905. ~ Specify on the foundation plan or structural <..::;;7 specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Section 2905(c). 12 ~ Provide a letter from, the soils engineer C7 confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. (When required by the soil report). The foundation plan does not comply with the following soil report recommendation(s) for this project _______________ _ ~ Provide notes on the foundation plan listing C' the soils report recommendati.ons for foundation slab and building pad preparation. ('205) The soils_ engineer recolillllended that he/she "-./ review the foundation excavations. Note on the foundation plan that "Prior to the ~. contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: 1. The building pad was prepared in accordance with the soils report, 2. The utility trenches have been properly backfilled and compacted, and 3. The foundation excavations comply with the intent of the soils report". Provide spread foptings for concentrated loads designed for 1,000 psf soil bearing or per bearing value as determined by an engineer or ar.chitect. Chapter 29. · Show height of all foundation walls. 23. Chapter Show height of retained earth on all foundation walls. Chapter 23. Show distance from foundation to 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 '\:.Y above finish grade. Section 2907(a). ~ Note , on .pl~s that surface water will drain C.7 away from building and show drainage pattern and key elevations. Section 2905 (f). 'f2-· Dimension foundations per Table 29-A. Floors Thickness of Supported,., Stemwall Width Depth Footing 1 611 1211 '1211 611 2 811 1511 1811 711 3 1011 . 1811 24 II 811 *Foundations may support a roof in addition to the floors. Where only a roof is supported, use foundation for one floor. 8/4/92 _ f· /s· /·· For buildings adjacent to slopes steeper than 3:1, note on the plans: "On graded sites, the top of any exterior foundation shall extend above the elevations of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus 2 percent." Provide elevations on the site plan to show compliance. Section 2907 (d) 5. Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3. Show 'foundation bolt size and spacing. Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan. Section 2907 (f). Specify size, ICBO number and manufacturer of power driven pins and expans~on anchors. Show edge, end distance and spacing. Section 306 (f). Show size, embedment and location of hold down anchors on foundation plan. Section 302(d). ~ Note, on the plans that hold down anchors must '\::.::;;.; be· tied in place prior to foundation inspection. 19· I°· 11· 'I. l Show adequate.footings under all bearing walls and shear walls. Section 2907 (b). Show stepped footings for slopes steeper than l:10. Section 2907 (c). Show minimum 18 inch clearance from grade to bottom of floor joists and minimum 12 inch clea,rance to bottom of girders. Section 2516 (c) 2. Show pier size, spacing and depth into undisturbed soil. Table 29-A. Show minimum under floor access of 18 inches .by 24 inches. Section 2516 (c) 2. Show minimum under floor ventilation equal to a 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. MASONRY :AHO COHCRE'.l'.E Show. anchored veneer support and connections attached to wood in Seismic Zones 3 and 4, comply with Section 3006 (d)l and Section 2515 (a). Show ties, #9 wire in horizontal joints, etc. J.6. 'Show height and construction details of all / concrete and masonry walls. Chapter 24. f· f Show or note fire blocks at the following locations per Section 2516 (f): a. In concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor · levels and at 10 foot intervals both vertical and horizontal; b. At all interconnections between concealed vertical and horizontal spaces such as occur at soffits., drop ceilings and cove ceilings; C, d. In concealed spaces between stair stringers .at the top and bottom of the run and between studs along.and inline with the run of stairs if the walls under the stairs are unfinished; In openings around vents, pipes, ducts., chimneys, fireplaces and similar openings which ~fford a passage for fire at ceiling and floor levels, with noncombustible matel'.'ials; and e. At openings ·between-attic spaces and chimney chases for factory-built chimneys, In buildings having floors and roofs of wood frame construction, other than dwelling or hotel occupancies, draft stop the area between the ceiling and floor above so that no concealed space exceeds 1,000 s.f. and no horizontal dimension exceeds 60 L.F. (if space has sprinklers, then 3,000 s. f. and· 100 L. F. ) • Section 2516(f). In buildings · having floors and roofs of wood frame construction, other than dwelling or hotel occupancies, draft stop the area between the ·ceiling and roof above so that no concealed space exceeds 3,000 s.f. and no horizontal dimension exceeds 60 L.F. (if space has sprinklers, then 9,000 s.f. and 100 L.F.). Section 25l6(f). Show double top plate with minimum 4811 lap splice. Section 2517 (g) 2. Show nailing will be in-compliance with Table 25-Q. ... -· ~ Show stud size ~d spacing. Maximum allowable Cd stud heights; bearing wall: 2 . x 4 and 2 x 6 max. 10'; non-bearing: 2 x 4 max. 141 , 2 x 6 max. 20 1 • Table 25-R-3. Studs supporting two floors, a roof and ceiling must be 3 x 4 or 2 x 6 a,t 1611 o.c. Table 25-R-3. /250:l Note an A.I.T.C. Certificate of Compliance for I...:::? glued laminated wood members shall be given to,, the building inspector prior to installation. Section 2505. 8/5/92 ~- Detail all post to beam and post to footing connections and reference the detail to the plan, Section 2516 (m). Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2513. Specify nail size an~ spacing for all shear walls, floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. (Tables 25 I, J, K} and Section 4714 (d). Provide truss details and truss calculations for this project. Specify on the plans the truss identification.numbers. Provide roof framing plan and floor framing plan. Section 302 (d). Provide framing sections through Section 302 (d). 2 J. Specify all header sizes for opening over 4' 7· wide. Section 2517 (g) 5. 1. ., Provide calculations for main vertical and horizontal framing members and post footings. Section 302 (d}. 2'9 Provide calculations for lateral loads, shear 7· · panels, shear transfer and related. Section 302 (a) 7. In Seismic Zones 3 and 4, the allowable shear values for drywall in Table 47-I must be reduced 50% for earthquake loading. This.does not apply to wind loading. Footnote l. Show on the plans all structural requirements developed in the structural calculations. Columns and posts located on concrete or masonry floors or decks exposed to the weather or to water splash or in basements and which. support permanent structures s-hall be supported by concrete piers or metal pedestals projecting above floors unless approved wood of natural resistance to decay or treat wood is used. Section 2516 (c) 4. 15 Individual concrete or masonry piers shall project-at least 8 inches above exposed ground unless the columns or posts which they support are of approved wood of natural resistance to decay or treated wood· is used. Section 2516 (c) 4. Specify plywood grade and panel span ra,ting. Table 25-S-l. Show plywood sheathing over exposed eaves, or other weather exposed areas, is "bonded with exterior glue." Plywood used for exterior wall covering shall be the exterior type. Section 2516 (g)3, 2516{i). When roof pitch is less than 3:12, design ridge as a beam. Section 2517 (h). If foundation cripple wall studs are less than 1411, framing shall be solid blocking or the cripple studs sheathed with plywood. Section 2517 (g) 4. . Cripple wall studs exceeding 4 feet in height shall be 3 inch by 4 inch or 2 inches by 6 inches when supporting 2_ stories. Section 2517 (g) 4. Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section 2517 (h) 3, ?/4 .. In open beam construction, provide strap ties ,-across th_e beams at the ridge support. Section 2501 (b). ~ Note on the plans that "all weather-exposed C7 surfaces shall have a weather-resistive barrier to protect the interior wall covering and that exterior openings shall be flashed in such a manner as to make them weatherproof". Section 1708, v. f2. Parking garages: shall have an unobstructed headroom clearance -of not less than 7 1-011 above the finish floor ... t~ any ceiling, beam, pipe or similar construction·. Section 702 (b). ·, -· " ... Provide details of restrooms· to show compliance with Section 510 . (b), regarding floors, walls and showers. If both sexes will be employed and the number of employees exceeds-four, provide separate toilet facilities for men _and women. If "both sexes will be employed ,lUld the total ·number of employees will not exceed four", and only one restroom is provided, note the words in quotation above on the floor plan. Section 705 (c). 8/5/92 z/s. Guardrails: a. Shall be installed at all unenclosed floor and roof openings. b, Shall be installed at open and glazed sides of landings and ramps. c. Shall be installed at balconies or porches more than 3011 above grade or floor below. d. Shall be installed on roofs used for other than service of the building. e; Shall have a height of 42 11• f. Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 23-B. g. Openings between railings shall be less than 411• The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". Provide platform and stage construction, including occupancy separations and roof vents, as per Chapter 39, I 271. Provide at least one drinking each floor level in Group A Section 605. fountain for occupancies. z/o· Show that aisles and seats comply with Sections 3315 and 3316. Buildings housing Group A Occupancies shall front dir,ectly upon or have access to a public street not less than 20 feet in width. The access to the public street shall be a minimum 20-foot-wide right-of-way, unobstructed and maintained only as access to the public street. Tµe main entrance to the building shall be located on a public street or on the access way. Section 603. Pedestrian walkway shall comply with Section 509. . § Note on the plans that suspended ceilings shall comply with UBC Tables 47-A and 23-P. ~ Note on the plans that new water closets and 1....:7 associated flushometer valves, if any, shall use no more than 1. 6 gallons per flush and shall meet performance standards established by the American National Standards Institute Standard All2.l9,2, and urinals and associated flushometer valves, if any, shall use no more· than one gallon per flush and shall meet performance ~tandards established by the American National Standards Institute Standard ·All2.l9.2, H & S Code, Section 1792l.3(b). 16 W. TITLE 24 DISABUD ACCESS ~ Provide note and details on the plans to show . {_J compliance with the enclosed Disabled Access Check List, Disabled access requir.ements may be more restrictive than the UBC. X. ENERGY CONSERVATION 284. Provide mechanical plans, plan details, calculations and completed forms to show compliance with state regulations for energy conservation. 285. Provide electrical plans, plan details, calculations and the completed Form 5 or CF-5 to show compliance with state regulations for energy cqnservation. · 286. Incorporate in the plans or specifications the attached "Title 24 Mandatory Requirements" and the "Title 24 Construction Compliance Statement Requirements". Y. ADDITIONAL @ Please see additional corrections, or remarks, on the following page. /288':\.Io speed up the recheck process, note on this C7 list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation_page, etc. ~ Please indicate .here if any changes have been c:;' made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describle them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please check. -------· Yes ____ No The-jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake'Drive, Suite 208, San Diego, California 92123; · telephone number of 619/560-1468, to perform.the plan check for your project. If you have any questions regarding these plan check items, · 'please contact ____________ ..,__ __ °DAVID at Esgil Corporation. Thank you. Enclosures: 1. 2. 3. 8/5/92 yAo 17 JURISDICTION _______ __,. ____ PLAN CHECK NO. ________ _ DATE ----------- BUILDING AREA, HEIGHT AND STORIES DATA SHEET TYPE: OF CONSTRUCTIOtl/ALLOWABLE AREA ANhT.YSIS . Building Designation Type C~nstructio~ Shown Number of Stories and HeiQht Basic Allowable Area Increases For Multi-Stories For 'lards Feet On Sides For Sprinklers Total Allowable Area Actual Area Total .. . . Area Separatio~ Walls Yes No Yes No Yes No Yes No Yes No Over Area Yes No Yes No Yes No Yes No Yes No Over Height Yb No Yes No Yes No Yes No Yes No · over Stories Yes No Yes No Yes. No Yes No '/es No Building Use ........... ... Occupant Load ··~ - Occupancy 0S987 TITLE.24 MANDATORY BEQUIREMENTS (To be noted on-plans or specifications) HVAC Controls Sec. 2-5315. (a) Each HVAC system ~hall: 1. Be equipped with at least one automatic device for reducing HVAC energy use during periods of nonuse or alternate uses of the building spaces or zones served by the system; 2. Be able to maintain space temperature set points from 55°F to 85°F. Two or more replaceable fixed set-point devices shall be permitted if installed so a-s-to maintain space temperature set points in the zone that they control; 3. Be able to provide sequential temperature control of heating and cooling capacity in each zone, if both heating and cooling are provided; 4. Prov-ide a range of temperatures up to 10°F in which no heating or cooling is provided to the space, if the HVAC system has both heating and cooling capability; 5. Be able to terminate all heating at 70°F or less; and 6. Be able to terminate all cooling. at 78°F or more. EXCEPTION: Multiple zone HVAC sytems requiring concurrent operation of independent heating and cooling systems neeg_pot comply with Section 2-5315(a) 4, 2-5315 (a)5, and 2-5315(a)6. (b) Zoning. Each zone shall be provided with at least one of the devi.ces specified in subsection (a) to control the HVAC system which serves the zone. Each floor of a building with conditioned space shall contain at least one zone. V~ntilation Systems Sec •. 2-5316. On ·mechanical ventilation supply and exhaust systems capable of moving more than 5,000 cfm of air, auto- matic dampe·rs interlocked anq closed on fan shut- down sh'al·l be provided. On gravity ventilating syste~s, either automatic or readily accessible manually operated ~ampers in all openings to the outside, other than combustion air openings, shall be provided. Dooi::s and Windows Section 2-5317. (a)-Doors and windows between con di ti oned and uncon- ditioned spaces, such as ga~ages and closets for central forced air gas furnaces using outside air for combustiqn, shall be designed to limit air leakage into .or from the building envelope. Control Devices for Indoor Lighting Sec. 2-5319. Controls for lighting loads within the building envelope shall meet each of the following re-· quirements. (a) Each area enclosed by ceiling-height partitions shall have independent control of the lighting within that area. (b) Each area enclosed by ceiling-height partitions shall have at least one readily accessible manually operated switching device to control lighting within the area. For lighting controls, "readily accessible" means located so that a person using the device can see the controlled lights or the area being lit. Switching devices in addition to, but not instead of, -the required reaaily accessible manually operated switching devices shall also be permitted. (c) The general lighting of any area 100 square feet or larger in which the connected lighting load equals or exceeds 1.0 watt per square foot throughout the entire area shall be controlled so that the load may be reduced by at least one~half while maintain- ing a reasonably uniform level .of illumination throughout the area. Readily accessible switches, that control each luminaire in a space with more than one luminaire, orthat control each. lamp in a space independently meet the requirements of this section. ~ (d) In all areas.where effective use may be made of natural light, lighting circuiting shall be arranged so_ that units, in -all portions of the area where natural light is available at the same.,. time, are switched independently of the remainder of the area. · Occupant:·;op~rating and Maintenance Informa·tion to be Provided bt~:~µilder The bui~de_r s-hall provide the building owner, manager, and the'original occupants~ list of the heating, cooling., ·water heating, and ligp-ting systems and featu·res, materials, components, and mechanical devices conservation or solar devices installed in the building, and instructions on how to use them efficiently. The instructions shall be con- sistent with specifications set forth by the Executive Director. Water Heaters and Plumbing Fixtures Water heaters, showerheads, la:vatory faucets and sink faucets must be certified by the California ·Energy Commission ('Excluding: waterheaters of the non-st9rage electric type and lavatories in public facilities having devices that limit the flow of hot water or have self-closing faucets or having devices that limit the outlet temperature to a maximum of 110°F) Section 2-5314, Table-2-53G. . ' . ' TITLE 24 HANDICAPPED ACCESS CORRECTION LIST Jurisdiction CARLS BAD Plan Check No.. q3 .... 30 2.. References to section numbers with prefix 11211 are to Title 24, california Code of Regulations, Part 2 (california Building Code). Prefix 11311 is for Part 3 (california Electrical Code). Prefix 11511 is for Part 5 {california Plumbing Code). · Exemptions claimed for any item shall be requested in writing and shall include all data needed to determine "unreasonable hardship" as described in Section 2-422. SITE DEVELOPMENT 1. HANDICAPPED PARKING SPACES I· f. I· @ Provide....,.._...___h.andicapped spaces. 2-7102{b) Space shall be so located that handicapped persons are not compelled to wheel or walk b$ind parked cars other than his/her own. 2-7102(c) Parking space shall .be a mini.mum of 9 ft.xl8 ft. with ·adjacent marked 5 ft. loading zone. Double space shall be 23 ft. wide. Where a single space is provided, the loading/unloading zone shall be on the passenger side of the vehicle. 2-7102(c). Maximum slope of parking surface in any direction shall not exceed ·1/411 per foot. 2-7102(e). / • Parking space(s) shall be identified with the International Symbol of Accessibility on reflectorized sign (i) f· affixed to post or wall, and also duplicated on parking surface (symbol to be 3611x3611 and painted at the back of the parking stall). 2·7102(£) Entrance to parking area ( or at each stall) shall have a sign stating that unauthorized vehicle(s) parking in handicapped space(s) may be subject to tow-away. 2-7102(f) · If covered parking is provided, then a reasonable.portion of the total num~r of stalls reserved for the disal>led -.,. shall also be covered. 2·7102(a) • ... Entrances to and vertical· clearances within accessible ievels of parking structures shall be 8 ft. 2 in. to any structural membe.r, duct or pipe. 2-7l02(g) I. CURB RAMPS a. Curb ramps shall be located wherever pedestrian path crosses curb. {2- 7l03(a)) b. Curb ramp shall be · 48". min. width (2- 7l03(b)) with maximum slope of .. 1 in 12. 2-7103(d) . c. A level 4811 min. depth la,nding is required at top of curb ramps over entire curb ramp width. 2·7103(d) r· d. If no landing is provided, the slope of flared sides shall not exceed 1 in 12. 2-7103(d) e. Surface is to be slip resistant and a from adjacent contrasting finish sidewalk. 2-7103(f) f. Border markings shall be 1211 wide of l/411xl/411 grooves, 3/411 apart, located at top and sides. 2-7103{h) WALKS a. Site development and grading shall be designed to provide access to primary entrances and access to normal paths of travel and· where necessary to provide access shall iJ1corporate pedestrian ramps, curb ramps, etc. 2-710l(a) b. Walks sloping greater than 5% (1 in 20) must comply with ramp requirements of Sec. 2-3307. 2-3325(c) c. Walk width shall be 4811 minimum, and shall have slip-resistant surfaces. 2-3325(a) d. The maximum cross slope shall not exceed 1/411 per foot. 2-3325{a)3 e. Gratings are not allowed whenever possible. 2·3325(b) f. At each gate or door a 6011x6011 level area is required when the gate swings toward the walk. 2-3325(e) g. A 4811x4411 deep level area is required when the gate swings away from the walk. 2-332S(e) h. A 2411 clear space is required at strike side of gate or door. 2-332S(e) 4. PEDESTRIAN RAMPS I· f· A path of travel with a slope greater than 1 in 20 shall be considered a ramp. 2-3307(a) The maximum slope shall be 1 in 12. 2-3307(c.l) · The width shall be 4811 minimum. A minimum width· of 6011 is required where a ramp serves as a primary entrance to buildings having an occupant load of 300 or more. Group R Occupancies may be 3611 when the occupant load is 50 or less. 2- 3307{b.1) I I· @ The surface of ramps shall be slip- resistant. 2-3307(g) .J. A 6011 intermediate landing is required T at maximum elevation change of 3011 and 7211 landing at each change of direction (over 30 degrees). 2-3307{d.l) f. Landings are required at top and bottom of ramps. 2-3307(d.l) !· I· I· Bottom landing shail be minimum of 7211 in the direction of .travel. Fig. 2-33- llA Top landing shall be 6011 x 6011 minimum. 2-3307(d.l) When· door swings onto top landing, minimum depth of landing required is door width plus 4211• 2-3307(d.l.) / Top landing shall have 6011 min. width • when door ·swings onto the landing, with 2411 on strike side of door at exterior ramp, or 1811 at interior ramp. 2-3307(d.l) J. Ramp handrails are required on each side of ramp, when slope exceeds 1 in 15. 2- 3307{e.l) (l;) Ramp handrails shall be continuous, located JQ"-~~ in height above ramp surface, with 1211 extensions beyond top and bottom, and the ends returned. 2-3307(e.l) I· I Handrails shall be 1-1/411 to 211 cross section, spaced minimum of 1-1/211 from wall. 2-3307(e.l) · · A 211 high curb or wheel guide rail centered 311 ± 111 above ramp surface is required on both sid~s · where not otherwise bounded by walls when the ramp exceeds _10 feet in.length. 2-3307(h.l) . , .. SPECIAL ACCESS LIFXS :: a. Lifts may be provided between levels, in lieu of elevator, when ·the vertical distance between landings,·. structural elevator, structural 'design and safeguards are as allowed by the State of califomia, Department of Industrial Relations, Division of Occupational Safety and Health. 2-5107(a) . b. The lift platform-shall be of sufficient size to accommodate a wheelchair {3011x4811). 2-5107{a) c. ·There shall be a level and clear floor area or landing (60"x6011) at each level for access to the lift._ 2-5107(a) HAZARDS a. Provide 8011 ]:leadroom froni walkw~y surface to any overhanging obstruction. 2-3326(b) b. Headroom of maintained. for etc. 2-522(f) 80'' minimum shal 1 be walks, corridors, aisles, c. Protruding objects with leading edges between 2711 and 8011 above finished floor shall not protrude more than 411 into walks, corridors, etc. 2-522(£) d. Free standing objects mounted on posts between 2711 and 8011 above the floor may project a maximum of 1'211 • 2-522(f) e. Abrupt changes in level exceeding 411 adjacent to walks, except between walks and adjacent streets or drives, shall be identified by 611 high warning curbs above walk surface. 2-3326(a) ·ENIRANCES AND CIRCOLAnOH 7. ENTRANCES, DOORS, VESTIBULES AND CORRIDORS f· }· J. I· All primary entrances to buildings shall be accessible to the handicapped. 2-330l(f) All required passage doors shall have 3211 clear opening at 90 degrees {3611 door~. 2-3304(£) At least one of a pair of doors shall meet the minimum 3211 clear entrance width requirement. 2-3304(£) Threshold shall be no higher than 1/211 above the floor. Edge to be beveled with a slope no greater than l in 2, if more than 1/4". 3304(i.l) (!t Exterior level landing may slope up to 1/411 per. foot in any direction for surface drainage. 2-413 {!J Door hardware shall be of the lever or · push type, mounted 3011 to 4411 above the floor and be operable with a maximum effort of 8.5 lbs. for exterior doors and 5 lbs. for interior doors. 2-3304(c), 2- I I· 3304(i.2) . 'lhe lower 1011 of the door shall be of smooth, plane surface (no recess or trap) except at automatic and sliding doors. 2-3304(i.3) Build-ing entrance(s) shall be identified by sign with the Intemational Symbol of Accessibility. Show location on plan. 'lhe symbol shall be a white figure on blue background. 2-522(b) At turnstile, provide an access gate, 3211 clear width opening, within 30 feet of turnstile. 2-3304(i.4) I. There shall be a clear area on each side of door, 6011 deep in direction of door swing and 4411 deep in opposite direction . of door swing. 2-3304(i.l) · f Doors (other than handicap compartment) are not to encroach more than 1211 into above mentioned clear space. 2-511.l(a) @:)Provide a 2811 clear space between water closet and fixture or 3211 clear space between water closet and wall. 2-511.l(a) p. A·4811 long clear space is required in front of water closet. A 6011 clear space is required when the-toilet compartment ·has a side door. . · · . 2-511.l(i) . . . . . · ?,;) Water closet compartment door to provide V 3211 clear width for end entry and 3411 clear. width for side entry. Door to be self-closi~g. 2-511.l(a) Mevv @ SINGLE ACCOMMODATION TOILE'I FACILITIES €;) Water closet shall be located 2811 from a fixture or 3211 from a wall. 2-511.l(a) / Minimum clear space in front of water closet shall be 4811 • 2-511.l(a) I· In an existing building, a single accommodatiqn toilet facility may have a space 3611 wide x 48 11 long in front of water closet. 2-511.l(a) eJ GRAB BARS AT WATER CLOSET f . One at side 4211 long extending 2411 in front of water closet; one at rear 3611 long centered on water closet; both I· mounted 3311 above floor. Where a tank- type toilet is used, grab bar may be as high as 3611• 2-511.l(a) Bars shall be l-1/411 to 1-1/211 in diameter with 1-1/211 clearance to wall. 2-511.l(a) e, Bar fastener's an4,mounting support shall be able · to .. Withstm:\d .. 250 lbs./ft. in bending, shear and tension. 2-511.l(a) · @ WATER CLOSET /· Height of water closet seat shall be 1711 to 1911 above floor. 5-1502 Controls shall be operable with one hand, and shall not require tight grasping, pinching or twisting of the wrist. 5-1502 Controls for the flush valves shall be mounted .on the wide side of toilet areas, no more than · 4411, above the floor. 5~1502 /. The force· requ~red to activate controls ·shall be no greater than 5 powids for.ce. 5-1502 . . . @·URINALS -. 0 Where urinals are provided, the rim of at least one shall ,EFOject 1411 from the wall and be located 1711 maximum above Huor. 5-1503(a) /hl The force required to activate the flush V valve shall be 5 lbs. maximum and located 4411 ·maximum above floor. 5-1503(b) / Provide 3011 x 4811 clear floor space for -forward approach. 2-511.l(b) 0 LAVATORIES · /· Provide 3011 x 4811 clear floor space for forward approach. Said ~lear floor space ))lay include knee and toe space under lavatory described below. 2-511.l(b) @ Provide clear space beneath lavatories 2911 high by 3011 wide by 811 deep at top and 911 high by 3011 wide by 1711 deep at bottom -from front of lavatory (toe space). The maximum counter surface height should be 34". 5-1504(a) /. Hot water and drain pipes under lavatories shall be insulated. 5-1504(b) .@ Faucet controls and operating mechanism (operable with one hand) shall be of the type not requiring tight grasping, pinching or twisting of the wrist (such as lever-operated) and an operating force not exceeding 5 lbs. 5-1504(c) (e':I, If self-closing valves are used, they V shall remain open for at least 10 seconds. 5-1504(c) @ IOILE'I ROOM ACCESSORIES @ Mirror bottom edge shall be located 4011 maximum above floor. 2-511.l(b) I· Toilet tissue dispensers shall be mounted within 1211 from the front edge of toilet seat. 2-511.l(b) I Operating parts of dispensing and • disposal fixtures (towels, waste, coin slots, etc.) shall be within 4011 of floor. 2-511.l{b) / • SANITARY FACILITIES IDENTIFICATION j On doorways leading to sanitary facilities the symbols to be provided are 1211 Equilateral triangle for men, 1211 diameter circle for women, and 1/411 thick, centered on door, 6011 high and contrasting color. Unisex facilities shall be identified by the circle with the triangle superimposed within the circle. 2-511.l(a) 2J. BATHING FACILITIES a. One such facility shall comply when provided for the public, clients or employees. z~511.1(a) b. Shower compartment: shall be 4211 wide, 4811 deep, with a 3611 wide entrance. 2-511,l(a) c. Show on the plans that the handicapped bathing facilities shall conform to requirements of Sec. ·2-5lla-9, 5-1505 and 5-1506., i.e., folding seat., flexible shower hose, etc. -~. · GENERAL ~ 2/ DRINKING FOUNTAIN / a. Drinking fountains shall be within alcoves. .The alcove shall be not less than 3211 wide by 1811 deep. 2-511.l(c) b. When the enforcing agency deteI'J\lines that it would create an ~easonable hardship to locate the water fountain in art alcove, the water fountain may project into the path of travel, and the path of travel shall be identifiable to the blind as follows: Cl~) The surface of the path of travel at the water fountain shall be textured so that it is clearly identifiable by a blind person usi!'lg a cane. The minimum textured area shall extend from the "'all supporting the water fountain to l foot beyond the front edge of the water fountain and shall extend l foot beyond each side of the water founta~, or (2.) Wing walls shall be provided on each side of the water fountain. The wing walls shall project out from the supporting wall at least as far as the water fountain to within 6 inches of the surface of the path of travel. Also, there sh,a~l be a. minimum of 32. inches clear between the wing walls. ... c.. Note on t:l)e plans that· drinking fountain shall conform to requirements of .Sec. 2-51lc and 5-1507 .• © PUBLIC n:LEPHONE . ({2 offf t'co..1:./e_ a. Provide space 3011 x 4811 for forward or parallel approach to telephone • . 2-511,l(d) b. Note on the plans that public telephone shall conform to requirements of Sec. 2-5~1.l(d). @ ELECTRICAL REQUIREMENIS a. 15, 20 and 30 amp receptacle outlets shall be installed not less than 1211 above floor .... 3-210-50(e) b~ Center of switches shall be located not less than 36° nor more than 4811 above the floor. 3-380-S(c) c9 PLUMBING REQUIREMENTS . a. Where kitchenettes are provided at employee break rooms, conference areas, customer :lounges, etc. , the faucet controls at kitchen sinks shall be operable with one hand and shall not require tight grasping, pinching or twisting of the wrist (i.e., use lever- operated, push-type, etc.). If self- closing valves are used, they shall remain open.for at least 10 seconds. 5-1508 GROOP A OCCOPAHCr ~ f AUDITORIUMS, ASSEMBLY HALLS, THEATRES, ETC. a. Seating and toilet facilities for the handicapped shall be accessible from the main lobby or primary entrance. r· 2-6ll(b) b. This structure requires _______ _ wheelchair seating spaces. In theaters and auditoriums, the seating shall be provided in a variety of locations so as to provided a choice of admission prices. 2-6ll(b) c. Each whee_lchair space shall be 6011 x 3011 and lev.el. 2~6ll(b) d. When the seating capacity exceeds 300, the wheelchair spaces shall be in more than one location. 2-6ll(b) e. This structure requires ______ _ seats for semi-ambulant persons. Clear ],eg space shall be at least 2411 • 2-6ll(b) f. Stages, enclosed and unenclosed platforms, orchestra pits, ticket booths, and refreshment sales facilities shall be made accessible. 2-61l(b) SIAD:rpMS, GRANDSTANDS, BLEACHERS, PAVILIONS, GYMNASIUMS a. Thi$ structure requires ----,,,,..--,---- wheelchair seating spaces. In theaters and auditoriums, the seating shall be provided in a variety of locations so ·as to provided a choice of admission prices. 2-611-(c) b. When the seating capacity exceeds 300, the wheelchair spaces shall be in more than one location. 2-6ll{c) c. Ticket booths must be accessible from both sides. 2-611(c) d. Participation-areas such as ball courts, exercise rooms, tracks, and clubrooms must be accessible. 2-6ll(c) e. Spectator and participant sanitary and locker facilities -must conform to· the requirements of Chapter 2-5. 2-6ll(c) s I .. ,' -I- ~ sA,..C', how~ 6?1 I;:> Pnd o-nd I-ID 10· . a..--1--ol~uJ.P the.et.. 'V 0:,j (" (' -.:: J., j,J..( Or 1'f l}l")po.Yf nd- !-r~ -A ' t'l'll~; er -lo lu.r-h . 4I I ~a-f/;,. {/ · Wa I.!' -::. --. ,,.. ·····:·:·, ......... :-:.·-· ·:···; ....... . JURISDICTION: __ ~__;_A...;~_'-_.S..;.;<J_A--...;._.;//0;;.._ ____ _ PLAN CHECK ~: __ 9::.....=3;.._-_._3-'--0---· _z. ____ . -=;z::- DAIE=--,--,~==-_..;/_~.;:__-__.r ___ 3 __ ~-GLEN~ PLAN CBECKER: D D----- S ,uo7 .0 . 0 r', I I I JURISDICIION: __________ _ DAIE:. __________ _ D GLEN ADAMEK PLAN CB.&:.KER: D . PUN cm:cx KOMBER:, _________ _ D----- £ 5.r-10~1. U 1..-r'1A Loi-u h LJ C:,,-/ ?t; v.:1-F~r.~ {!, l.,~ ~15 .,.~ lh ~ 4i 1¥1 U/V ,vA<. c:; ( /,o CJJ~ J ,, a-1 .5/,,lo, I ~ t))C 30 Ac(IA'S ..... ."Tb. (,,,..)"'4,7'/.%;,t_ # 1£14 '7($ ,< ..dA,-C, I L ~,0,04",*'t ~ /~1.4-,,url.... #d.-q ?t'rA -" ~,-iJ,S' / .M" A, A 1 R~:r I LJAnJ~ -1"",;.-1,E h-oo,-(.. I 1.J<J~/ll j DG A L:;,.~ ~o5A'-~a.; .,0,4 A.i ~ l,t Aj .I!:),.-, l ~~'7/.J:A.." ,LL,< ov d r>-"'a /? 0 /C../IV A. ,. I 7 --- t... (J,AAA..:;cf /ExMA-u ~7 /4;.;. /:J, .S C!.-!-7 A,e6 6 (~,t:-J) Mus1 Atf '"?'-11 AAtJu,~ -rHc:f ,/,J~o,:' A-A.J~ /o~, 40,....., ./.),uy t:) ~/FA I I .., 'r_ ./A.l 7"(:J ~·t£' A U/C-~ /,U JC f , ~ JUJ®DICTIOH: C, A-R LS BAD PLAN cm:CK HUKBER: 9'6-302: PLAN CB.Eu<ER: .CHUCK MENDENHALL Submit complete · electrical i,lans reflecting the full extent of work to be performed, including but not limited to the following as applicable. L. Submit complete se~ice and feed·er one- /--line diagram. HEC 215-5. I Sho,,,. the Available Fault Current (Isc) from· the Utility Co. and at equipment where the Isc exceeds 101000 amps. (.'\ Show the ampere interrupting cap~city \.:.:J (AIC) ratings of service · and subserv.ice equipment. XEC· 110-9, 230-65. 0 Show the method used to limit fault currents to 10,000 amps on branch circuits. Show fuse letters if used / /- (i.e., JJN, A3T', LPN). -3E..E. BeLOU) Show fuse/breaker si~e(s)~ NEC 240-6. Show each building disconnecting means. NEC 230-84. s. Sho~ conduit a.~a· wi=e sizes. 0 ~- Specify wire type (AL or CU) and insulation (i.e. TiiWN). NEC ARr 310. Show the approximate length of feeders. u!. Show the grounding system required for /. each building, structure, or service. HEC 250-24, SO(a), 8l(c) •. u:".'. Show the "nearest electrode" used for /--each transformer secondary ground system (i.e., bldg. steel, cold water pipe). HEC 250-26( c). r,:\Show the grounding electrode conductor \::,;I size and wire type (AL/CU).. NEC 250-94-. . Submit load calculations."· Include long continuous loads (LCL) and largest . motor loads. HEC AR:C 220 •. Show/Identify new loads proposed for the existing equipment. Indicate main service size load. J Specify wiring methods (i.e. , /'· Conduit). and total EMT, Metal I-r-r- PAGE: __ I ~' _2. SET:. __ I __ DATE: 4 t\ 9/ 9,3 Show loc~tion of Service(s). HEC 110-16, 230-2. Specify dimensions of equipment rated 1200 amps or more. NEC 110-16(c). Provide the required access and entrance to working space for equipment rated 1200 amps or more and over 6 feet wide. NEC 110-16(c). Show location of all panels, load centers, switchboards, and transformers. NEC 110-16, 240-24, 300-21. Provide the required working space about electrical equipment. NEC 110-16. Submit complete panel schedule(s). Provide overcurrent protection on the secondary side of transforners. NEC 240- 21 Ex., 384-16(d). @Provide required transforner ventilation. NEC 4so-9. _g E..~ Ba.cw ~ Provi4e receptacle(s) within 25 feet of /--HVAC equipment. UMC 509. ,/_ Provid·e the required 20 amp 1200 VA sign /" -circuit(s) and receptacle(s). NEC 600- 6(b)(c). 2". Provide "uniform" pattern .lighting within / sight of multiple switch lighting controls. CAC ~itle 24, 5319. 2sr. When two or more exits are required, show / exit signs on the lighting plan(s) at all required exits and specify them as being self-luminous or having a second power source (battery or generator). NEC 700- 16/UBC 3314. /°· In all occupancies where the exit system s~rves 100 or more occupants, provide a m:i r.:i mum of 1 footcandle emergency illtu,ination at the floor level and spe~i:y a second power source (battery or gene4ator). NEC 700-16/UBC.3313 • . Q To speed up the recheck process, note on '-Jthis list .(or a copy) where each correction item has been addressed, i.e., plan sheet, specification, etc. Be sure to enclose the marked up list when you ®~!t~s~1E~{~e~~l-~!~3i~E~:~ ~~~ ®in'D1~~~~~le:!:£ec 4-SD-9 \ffQte.s 3~FU/K\J~ · _:_, v~±, l _ J6Yl _ I__ ~ <lU$:r Ab..M . E. 7 J1'~U. \ t.s LtJ\.viecs,zed. ,-B \~ E. A::rtA CJ-\E;p . ' Any questions on electrical corrections please ·contac~ the plan checker shown above at Esgil Corporation at (?19) 560-1468. lbank you. 09/04/92 .. ...,. ..• ELECTRICAL PLAN CORRECTION SHEET J'URISDICIION: Q A-RL~ MD PUJ( cmcx Ntm.ER: 9 ?:>-2>D'2,... PLA.'i O:lii:J:D<: CHUCK MENDENHALL - PJ.12: 2. I '2. so-: I DAI:E: 4 1 l9193 ('b.~ ~ o+e Ch'\· fY\,... Nn:Y\<-tf\a_t \}J\f I~~ , ~)( tl1.'fe <;_ /lV\.r\ - · Pl'.'\ 1 ; C'l XY) e,'\A.... '"t \ r J..) \t-D 1:'Y\ t\'\ f' .S.-h.b '\e() LY\ -~+a. nr.l ±tCiYI r1t ' r-r?<"~e t ..1. ) d \ . r .{j'(\,\ (") I \/ . { J.)\t\\ I\ I • l\f \ \t" lc-=-. ,5 \ \ ' ~j E_(_, ~ f\(,0:j ~e_ +o \ \ o ,__J u{,~ : J (A-J \P (' (>. D+Clc le<-a nc'\ --..J ... ~u.) itch@, fr'\ 6 ,e +x\QfY\ \~II o._~\k° -+ \_ 1-t odr· ·.· .. {\e -- (B') L\_a\\t -\\du \ e_~ (lot le,s +\~aY\ \ ~ aJy;-1 e ft\ c:. +: loo r {c:) -~N e_otOLle~ \l'\6+ G..FI O'{'a -t-e c.. t er\ "1'\u~+ he 300..'VkO . or O(eQ'"te.r, Tufl s~Y\er<.U:l.e~ r\o Y1oi-,e-t--\pc_ t--+\\i, . \ '-J I --. . . . . ... : ... . - Jurisdiction ____ C~A .......... R_L_S-B~A......_p_-Dates~_ Prepared bys .J>A-VtO YA-O VALUATION AND PLAN CHECK FEE o Bldg. Dept. O Esgil ; PLAN CHECK NO. -'f.3-3 bZ. BUILDING ADDRESS . 2.t£ z. EL Cam u,o f<'e<'\. / APPLICANT/CONTACT Ehn,pf Ho.r Jo""(iftd PHONE NO·, 4 I-I'-4.t-9-{, / i-V BUILDING OCCUPANCY i-;_ (8-/ DESIGNER PHONE 11 l(::D,1 (SP l::J CONTRACTOR PHONE I ----- TYPE OF CONSTRUCTION_ BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER SToRI= It, !4-4 .37 S-9. 7 :? 2 ,9,-.::.::._ - I ,. Air· Co~ditionin£ . Commercial /6, /4-4 · @ 3 :;tt_ .. .t.r; 6 ? 6 .lJ_ ' Residential_ @ Res. or Comm. I 6r __ .:).616$7&:_ Fire S-nrinklers /614-f @ Total Valu-e 6 7f. 6 6~4-o Building Perm it re e $ $ . 08 Plan Check ree s. $ /{76------'---------------------------------....;:;_-- COMMENTS._•----------------------------- . SHEET / OF / --12/87 ,.._ ,A,... ';J,_ ¢"'lo, O'MAHONY & MYER ELECTRICAL & LIGHTING DESIGN April_ 23, 1993 DANIEL MACDONALD AIA ARC~ITECTS 1040 "B" Street, Suite 214 San Rafael, CA 94·901 Attn: Jeff Finsand Re: the Good Guys!, Carlsbad Dear Jeff, Please pass the following information on to the appropriate city official(s) at the plan check office, referenced project. As was outlined by item #31 on their checklist, we have corrected issues on our documents and specifically noted on this list where those corrections can be found, or simply noted on this list where the issue was already covered on our original documentation. With that in mind, then, the following items have been addressed: ITEM# 23a. 23b. 161. 163. A. RESPONSE Ref er to Sheet E6, Symbol List, which directs that all ·outlets are to be mounted at +18 11 A.F.F. Ref er to Sheet E6, Symbol List, which directs that all switches are to be mounted at +48 11 A.F.F. to centerline. Refer to Sheet E3, Fixture Schedule, which indicates that the exit fixture (Type Fl) is supplied with an emergency battery, which constitutes the second source of power per code. Refer to Sheet E3, Fixture Schedule, which indicates that the lighting fixtures used for egress illumination (Types A2, B2, B4, C2 and E2) are supplied with emergency ballasts·, which constitutes the second source of power per code. Ref er to Sheets E3, E7 and ES which document the required automatic switching now required by Title 24. All auxiliary rooms to the main sales space have occupancy sensors. The display lighting 4340 Redwood Hwy., Suite 245 San Rafael, California 9-t903 415-492-0420 FAX 415-479-9662 I B. F. 5. 9. 13. 25. 31. 32A. 32B. and overhead. fluorescent lighting is controlled by CEC approved programmable timeclocks, which interface with two hour maximum manual override switches. Ref er to Sheets E3 , E7 and EB which document the exterior lighting controls· now required by Title 24. The downlighting in the front entry canopy is controlled by a roof-mounted photocell; the exterior soffit lighting is controlled by a CEC approved programmable timeclock. Ref er to Sheet ES, on which is located the Mandatory Measures Note Block now required by Title 24. Refer to Sheet E7, and attached 8 1/2 x 11 Sketch #1 with associated attachments which document the AIC ratings of service and subservice equipment. Refer to attached 8 1/2 x 11 Sketch #2 with associated attachments which document the fault current limiting method for branch circuits. Refer to Electrical Specification Section 2. 02C, which outlines the various wire types to be used on this project. Ref er to Sheet E6, Symbol List, which indicates the grounding electrode size to be #4/0 copper. Also refer to Electrical Specification Section 2. 02L for wire type. Refer to Sheet E7, Mechanical Equipment Schedule, which indicates the upsized ventilation f~n now provided by Division 15. Refer to this list, which satisfies the requirement. Refer to Sheet E2, which indicates that the mounting heights of the receptacles in the Car Stereo Installation Room are more than 18" A.F.F. Refer to Sheet E3, Numbered Note #5, which indicates that the mounting height of the lighting fixtures in the Car Stereo Installation Room are +12'-0" A.F.F. 32C. Refer to Sheet E3, which indicates that the receptacles less than 30A do have G.F.I. protection. Please call should you have any questions. Very Sincerely, ~?r,f.~/ Audrey M. Soule', o•Mahony & Myer P.E. SECTION 00901 -ADDENDUM A PROJECT; The Good Guys! DATE: Carl1:,bad Plaza 2502 El Camino Real Carlsbad, California 9 April 1993 ADDENDUM; Make the following changes and/or clarifications to the Contract Documents. DRAWINGS; 1. Sheet Al: Revise Floor Plan Notes; Add 0 Peg Bd. shall have no penetrations» to note 11. Key detail 18/D2 at east wall of building on Floor Plan .. 2. Sheet A2: Revise location of lights in entry arch area of Reflected Ceiling Plan. 3. Sheet A3: Add new detail key where back of tower meets mansard roof. 4. Sheet A7: Add new details 3/A7 ; 4/A7 ; 5/A7. 5. Sheet All: Add receptacle at Speaker Room elevation #22 B and revise height dimension of antenna receptacle at Speaker Room elevation #23 C .. 6. Sheet Dl: Revise Door Hardware Schedule to show DoorScope MB viewer and Pemko 357SP T-astragal at door #7. 7. Sheet El: Add dimensions. 8. Sheet E2: Revise misc. wiring on Power Plan. 9. Sheet E3: Revise fixtures at Entry arch and at Car Stereo Installation. Revise Fixture Schedule. 10. Sheet E4: Revise sheet note #11 from 1/2° to 2" conduits. 11. Sheet E7: Revise Main Switchboard Schedule. Revise connected Load Summary. Revise Mechanical Equipment Schedule. ADDENDUM A 4/9/93 The Good Guys!/Carlsbad 00901-1 Revise Distribution Board DB-1. Revise Plan LD 12. Sheet Ml: Revise thermostat locations. 13. Sheet Pl: Revise air outlet locations at Ca;i:-Stereo Installation. 14. Sheet P2: Revise water heater. END OF SECTION 00901 ADDENDUM A 4/9/93 The Good Guys!/Carlsbad 00901-2 SECTION 00901 -ADDENDUM B PROJECT; The Good Guys! Carlsbad Plaza 2502 El Camino Real Carlsbad, California DATE: 15 April 1993 ADDENDUM; Make the following changes and/or clarifications to the Contract Documents. DRAWINGS; 1. 2 • 3 . 4. 5. 6 . 7. 8. Sheet SPl: Add spot elevations at sidewalk adjacent to entry. Revise paving indication at north east edge of property so as to not go beyond property line. Add slope indication at loading ramp landing. Sheet Al: Revise Floor Plan Legend. Add dimension at loading ramp wall. Add note regarding plywood at Phone Room walls. Add dimension at wing wall near Pick-up and near Car Stereo. Revise 2'-6" dimension at southeast pop-out to 2'-8". Sheet A2: Revise miscl. lighting. Revise detail 2/A2. Revise note regarding center of ceiling grid. Sheet All: Revise Elevation #12;#14;#19; and #21. Add receptacle to Elevation #22 Band #23 B. Sheet Fl: Revise fixture numbers. Sheet Dl: Revise door #22 to HM (hollow metal) on Door Schedule. Sheet Sl: Add foundation at Car Stereo Inst. pop-outs. Sheet E2: Revise Numbered Sheet Notes. ADDENDUM B 4/15/93 The Good Guys!/Carlsbad 00901-1 'I!!' ••• , ..... 9. Sheet E3: Revise Panel LA. 10. Sheet E4: Add antenna at each Sound Room. 11. Sheet E7: Revise miscl.lighting on Lighting Plan. END OF SECTION 00901 ADDENDUM B 4/15/93 · The Good Guys!/Carlsbad 00901-2 2. Install motor circuits and connect complete for all motors by other trades as noted. 3. Furnish and install all disconnect switches, outlet boxes, and magnetic starters where noted. 4. All temperature control line and low voltage wiring shall be installed and connected by other section of specifications, unless otherwise ~oted. s. Timeclocks: Shall be California Energy Commission ( CEC) approved, and must incorporate the following features: 1. Programmable scheduling for weekdays and weekends; and 2. An automat:ic holiday "shut-off" feature that turns off all loads for at least 2.4 hours, then resumes the normally scheduled operation; and 3. Program backup capabilities that prevent the loss of the device's program and time setting for at least 10 hours if power is interrupted. T. Occupancy Sensing Devices: All occupancy sensing equipment must be CEC approved. The systems shall be capable of automatically turning off all the lights in an area no more than 30 minutes after the area has been vacated. ln addition, ultrasonic and microwave devices shall have a built-in mechanism that allows calibration of the sensitivity of the device to room movement, in order to reduce the false sensing of occupants, and shall comply with either 1. or 2., as applicable: 1. If the device emits ultrasonic radiation as a signal for sensing occupants within an area, thl? device shall: A. Have had an Initial Report submitted to the Bureau of Radiological Health, Federal Food and Drug Administration, under 21 Code of Federal Regulations, Section 1002 .10 (1990), and a copy of the report shall have been submitted to the California Energy Commission; and B. Emit no audible sound; and C. Not emit ultrasound in excess of the following Electrical General Provisions -21 City of Carlsbad M § ;g. • • 04§ U, t-I •24 ·k I 4 i; ,t§ .. , £/. , £, BUILDING pLANCHECK CHECKLIST DATE: .t/f/#ft PLANCHECK NO. BUILDIN~ A~DRESS:. cf2-5J 'r -1-c:/2.S?I f/ .tf'L.. CA,;ff/ //fl tl f::-E A--/ PROJECT DE~CRIP~ION: 1,, /'ff ~/;; emm, ~lb£--/;;Pmdf's ff 7 ASSESSOR's PARCE~ NUMBER: ..... / ..... 6_7_ .. _d.3;_'d_-5,7) _______ . EST. VALUE 5"""?~-o'~IJ /or t P/'l L{8'3f-/ll,S;;J...3P . ENGINEERING DEPARTMENT · APPROVAL The item you .have submitted for review has been approved. The approval· is based on plans, information ahd/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must · . be reviewed by this office to insure. continued . conformance with applicable codes. Please-review carefully all comments attached, as failure to · comply with instructions in this report can result in suspension of permit to· build. ATTACHMENTS· D Dedication Applicat1on D Dedication Checklist DENIAL Please see the attached report of deficiencies · marked with O Make necessary corrections to plarJS or specifications for· compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review • By: _____________ Date: ___ _ By: ______ -__ Date:. ___ _ By: ______________ Date:. ___ _ CONTACT PERSON D Improvement Application D Improvement Checklist NAME: _________ ,__..;.... ______ _ D Future Improvement Agreement .ADDRESS: ______________ _ PHONE:. ________________ _ P:\docs\chklst\bp()001.frril _ REV 8/5/92 2075 Las Palmas Dr. • Carlsbad, CA 92009-1576 • (619) 438-1·1 '31 • FAX (619) 438-0894 @ . 't' BUILDING PLANCHECK CHECKLIST. SITE PLAN. · ~' 2nd./ 3rd./ ~ . [:] D · D 1. Provide a fully dimensioned site plan drawn to scale. Show: D D D D A. North Arrow D. Property Lines Easements B. Existing & Proposed Structures E. Easements · · C. Existjng Street Improvements F. Right-of-Way Width & Adjacent Streets 2. Show on site plan: A. Drainage Patterns . C. Existing Topography . B. Existing & Proposed Slopes 3. Show on a section drawing or include a note stating-that there is a· minimum of 611 difference between the finished floor .and the finished grade elevation adjacent to the structure. · · 4. Include note: "Surface water to be directed away from the building foundation at a 2% gradient for no less than 5' or 2/3-the distance to the property line (whichever i~ less).N On graded sites, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches _plus two percent" (per 1990 UBC 2907(d)5.). 5. Include on title sheet A. · Site address . B. Assessor's Parcel Number C. Legal Description _ F~r commercial/industrial buildings and.tenant improvement projects, include: Total ·building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. · EXISTING PERMIT NUMBER DESCRIPTION P:\cloc9\chldet\bp0001.frm Page 1 cif 4 REVS/5/92 ,, ,,, BUILDING PLANCHECK CHECKLIST . / DISQRETIQNAilY APPROVAL COMPLIANCE jy/2nd./ 3rd./ · · · · ·· [E] 0 0 6. Project does not comply with the following Enginee·ring Conditions of approval for D Project No. · · Conditions were compli~d with by: ______ _ Date: ------- DEDICATION REQUIREMENTS 7. Dedication for all street Rights-of-Way adjacent to .the building site and any storm drain or utility eas~ments on the building site is ·required for all new buildings and for · remodels with a value at or exceeding $ ________ -pursuant to Code Section . 18.40.030. Dedication-required as follows: ___________ _,__ ______ _ Attached please find an application form and submittal checklist for the dedication process. Provide the completed application form and the requirements on· the checklist at the time of resul:>mittal. Dedication completed by ___________ _ Date: ___ _ IMPROVEMENT REQUIREMENTS ~-All needed public improvements upon and adjacent to the' building site must be constructed at time of building construction whenever the value of the construction . . exceeds $ -pursuant to Code Section _18.40.040. ·Public improvements required as follows: ---------------------- Please have a registered Civil Engineer prepare appropriate improvement plans and submit them together with the requirements on the attached checklist for a separate plancheck process through the Engineering Department. Improvement plans must be approved, approprl~te _securities post~d and fees paid pri~r to issuance of permit. Attached please find an application form and submittal checklist for the public improvements re.quirements. Provide the completed application form and the reqµitements on the ch~cklist at ~he time of resubmittal. Improvement Plans signed by: ______________ _ Date: ___ _ P:\doca\chlmt\bp0001.fnn Page 2 d! 4 . REV 8/5/92 " · BUILDING PLANCHECK CHECKLIST 1 /2nd/ 3rd,' 1./ tJ D Sb. Construction of the public improvements may be deferred_ pursuant to code Section 18.40r erease submit a recent. property title report or current grant deed on the /oo D D o. D D D D /o D property and processing_ fee of $ ________ so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Buil~ing Pe_rmit. Future public improvements.required as follows: ___________ _ ac. Enclosed please find your Future-Improvement Agreement. Please return signed and notarized Agreement to the Engineering Department. Future Improvement Agreement completed by: _______________ _ Date: _______ _ 8d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING Pl:RMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code, · · · 9a. Inadequate information available on Site Plan to make a .determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 9b. Grading Permit required. A separate grading plan prepared by a registered Civil Engiheer must be Submitted together with the c~mpleted applicati9n form attached: NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a §uilding Permit. Grading Inspector sign o.ff by: Date: 9c. No Grading ~ermit required. · BUILDING PLANCHECK CHECKLIST P:\docs\chklet\bp0001.frm Page 3 of 4 FiEVe/5/92 V . · I ·. MISCELLANEOUS PERMITS ~(./ _2nd./ 3rd./ [~] 0 0 10. A RIGHT.OF-WAY PERMIT is required to do work in City Right-of-Way and/or privat, work adjacent to the public Right-of-Way. Types of work include, but are not limited ~o: street improvements, trees, driveways. A separate Right-of-Way permit issued by the Engineering Department is required for the foll~wing: · · Please complete attached Right-of-Way application f9rm and ~eturn to the Engineering Department together with the requirements on·the attached Right-of-Way checklist, at the time of resubmittal. · . . 181 D D 11. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in-the fees section on the following page . . 181 0 0 12. INDUSTRIAL WASTE PERMIT .is required. Applicant must c9mplete Industrial Waste Permit Application Form and· submit for City approval prior to issuance of a Permit. Industrial waste permit accepted by: ___ tP'....,j_ :....c....L....· ...,,,:...~~- P:\doc8\Chldat\bp0001.frm Page 4 of 4 . REV 8/5/92 CALCULATIONS WORKSHEET EDU CALCULATIONS: . r££S i!JA-.feD tJtJ /il>P;f-t'ol.J.#-/ S'f F()r,fq,7e 6/P /y t' ,€. C I, E'l'-f tp. -:· 11'00 · . ADT CALCULATIONS: _. --_ @ lfD per-IO(l1J JI "------. .., . , ~ _,.: ~ EDU's: , 71 ADT's: / • .39' FEES .. REQUIRED: WITHIN CFO: 0 YES (NO BRIDGE & THOROUGHFARE FEE, REDUCED TRAFFIC IMPACT FEE) .f29NO 1-VlJ 1. PARK-IN~LIEU FEE PARK AREA: ----- IE, 2.TRAFFIC IMPACT FEE FEE/UNIT: ______ _ ADT's: /, -39 · FEE/ADT: /"3 I~ -. . ~ 3. ·BRIDGE AND T~OROUGHFARE FEE. ADT's:_____ FEE/ADT: ______ _ ;Y pj 4. FACILITIES MANAGEMENT FEE ZONE: ____ _ (ll;d_.s. PUBLIC FACILITIES FEE FEE/EDU:~----'-- 0 6. SEWER FEES. PERMIT No . .5'.t;?"fj(),;/J' ~1·7 -~-cr0 . · EDU's: _____ ~EE/EDU: ,1 b/D -· . ///!A· ~ BENEFIT AREA: ---',/_ ... 1,z_ __ · FEE: -e:,-. i O 7. SEW.ER LATERAL REQUIRED (2,500 DEPOSn) . REMARKS: Hes tqA-s-e-o tJ,:,} A:/JI& 'tifftrl/J I Sef[c!A-lf'G" nN1f'4?.e 4/1/ly / pt7te /C/c/(A-r2-t2 dl!6d, P.:\clocs\chlmt\bp0001.frm REV8/5/t2 ~DD PL.ANNING CHECKUST Plan ChecM~~f 2Address pq;,2 q a/1/4 Planner. -~Qt...., Phone 438-1161 ext._...;.....:.__~-- (Name) APN: /67-(130--58 · . Type of Project and Use / 6 ,ctJtJt} ~ {mf)I. ~ Zone {;-v . Facilities Management Zone __ £17 ___ _ Legend 171 Item Complete D Item.Incomplete· -Needs your action _ 1, 2, 3 Number in circle indicates plancheck number where deficiency was identified Environmental Review Required: YES NO v"'TYPE __ _ DATE OF COMPLETION: rs/pl/93 , I ; Compliance with conditions of approval? If not, state c~nditions which require action . . Conditions of Approval------------------------------ 1----------------------------------~ ·sn( Discretionary Actimi Required: YES ,/ NO _· TYPE f:JPV<) · APPROVAL/RESO. NO. ? . DATE: . 13 ~- PROJECT NO. 6P,1Llu/,[ . 1 OTHERRELATED CASES! ___________________ _ Compliance· with conditions of a If not, state conditions which require action.· Conditions of Approval --...~=....,r....,i..,--------,r...-1,---i,:....--1-----1--~--1---~---1 9'--0 0 Califomia Coastal C.onunission Permit Required: YES _ NO /. ·. DA'rE OF APPROVAL: . . · San Diego Coast District, 311 i Camino Del Rio North, Suite 200, San Diego, CA. 92108-:1725 · (619) 521-8036 . . Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval------------------------- • I ~ D. D Landscape Plan Required: YE~ __ NO / See· attached submittal requirements for landscape. plans Site Plan: ~DD ~DD ~DD Zoning: 1. 2. 3. 4. ~DD 1. ~_DD_ 2. ,DD 3. jaD D 4. g. D D :Additional Comments Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, e:,clsting street improvements, right-of-way width and dmiensioned setbacks. Show· on Site Plan: Finish floor elevations~ elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes and driveway. Provide legal description of property. Provide assessor's parcel number. Setbacks: Front: Required · Int. Side: Required Street Side: Required Rear: Required Lot coverage: Required l .... Height: Required Parking: Spaces Required Guest Spaces Required ) Shown Shown Shown Shown Shown Shown Shown Shown -------------------------- PLNCK.FRM City of Carlsbad · 93036 Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report: Tuesday, April 13, 1993 Contact Name Address Daniel Macdonald Rw~md~~---»----- 1040 B Street_ Suite 214 _ City, State San Rafael CA 94901 BJdg. Dept. No. _93_0_3_0_~----Planning No. Job Name Good Guys ---=----------------- Job Address 25_02 El Camino Real Ste. or Bldg. No. ____ _ jg! Approved -The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report .can result in suspension of permit to construct or install improvements. D Disapproved -Please see the attached report of defidencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire_ Department Use Only Review 1st'----2nd'----'----3rd __ _ Other Agency ID CFD Job# __ 93_0 __ 3_6 __ File#_--------'-- 2560 Ori-on Way • Carlsbad, California 92008 • (619) 931-2121 City of Carlsbad . . · . 93036 Fire· Department • Buteau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report:. Wednesday, April 1, 1993 Reviewed by:_.....,~~~.,____ ___ _ Contact Name Daniel Macdonald U. __:....__:.... _ ___;_-,-----------,------ Address 1040 B Street Suite 214 City, State San Rafael CA 94901 Bldg. Dept. No. _9_30_3_0_2 ___ _ Planning No. Job Name Good Guys ------------------,----------- Job Address 2502 El Camino Real Ste. or Bldg. No. ____ _ D· Approved -The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. igi· Oisapproved -Please see the attached report of deficiencies. Please make corrections to · plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review: For Fire Department Use Only Review 1st_~_ 2nd __ _ 3rd. __ _ Other Agency ID CFD Job# __ 93_0_3_6 __ File# ___ _ 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 '\1 ~:n,;.~ --.-~. i ·-, _____ ...:...,-_____ .....,._------+-- ' E.P. ENGINEERS J_ OF <M- 1O1 SOUTH COOMBS RD. SUITE 8 NAPA, CA. 94559 {707) 226-5470 FAX (707) 226-5477 STRUCTURAL PLAN CHECK COMMENTS F·OR · _ _:u-J_~ G:(boO Gq J-(~ . oAt<L.sPA~ e,A_ . .. PREPARED BY: a~--~o~ . -\ ---- ~-• : >. :r-;, •· ,. . ,· ,r.-,~ .---: -, -";·. ,,........ ~-· --:,--:-..-7"'.:7"":'._..7;~---:;:--.~~:-·•-·-:··-:-:--·7':""'".-:-':"":,"'"~-.-,·:----:--~·---·•·~-··..,·•':"("~-... -.-••·--· -.-, ·; • •:-· •.· · E.P. ENGN:ERS fROJ:CT 81:EET NO. PH0tE: 221-8470 FAX: 228--5477 # ITeM Zoo ,:!: ITE:. M . 2o\ . J: T~ f-\ ~ 2oz. ' :tTefv\.~ 204-- ~ IT&H zoS' +· :tTeH 2 \ \ lTG·I-\ ~ 2 \f::, -----------,.,. .ITS-tJ\· ,· 24C, IT5'K *-Z41 ~ JTE' t-\ 2 ~~ -. ~ :tTe t-\ · z-r..,o CoM 'fl-\i::.-0, ~=-E. A.TTACrtSD ~O\~'=' (<epc:::>12-T, -~K f L l 5 D~ SE:.ri.. ~T. '=>-\ CoMf>t-l E:-C'>, SE.~ LE"TT,sg:_ 'f {2 o H a.,o, L..S> G t,...:>C=t fZ., CoH.f>L-\E-0, ?e.E. ~~T, ~-\ Tc> B1::.. Oo~~ ~ ... ( Tt+E:.. ':::>o\ L..~ e~-~ f<., C,OY-\ fl-\ E..D, S'eE., ~-4 zf ~-S . C.OM f'-\ SD, 'o\:.~ c::::, ~\I ~kf~\ ta.D, 0E.E.. ~/0-1~, co M 'f>'-l E..D, S~t-· 1/'5-I~ <=- C...OH 'f L-IE.D, ~\:.e.. f-..jOTi:::.. C)t-,.'.) ~-2 4-C::,-~ I 0E..E.. A-.TTA.C!.M'e.D CA.Lt:°;::,. CoKp1-1ao, ~tc.. t-,JOT'E:.. ~6\.-.ow t3->H, ~c..µ~out-1c--c,u ~-2. - E.P.ENGINE&RS 101 S. COOMBS RD. SllTE B NAPA, CA. 94558 PHON:: 228-&470 FAX: 228-5477 -~ - LJ ' PRo.ECT M:- ~~&:Af2--= 2'2~ 81-EET-NO, 3 •. ~1P-L~C. T~\21.::.1-c;,.,-~OJ;;.: !) f ~ l , f b -:-\ t;:.o o f ~ ~eA ~ 17so A ~ '2. 12, "2->'-1 ' S1/c1 S x I/~~ i:. '2 ,'-~ .' v.. ,_ A -· "'L 't.11;G.t: 8,'2-,~ \V\. E.P •. ENGINEERS 101 8. COOMBS RD. 8UTE B NAPA, CA. 84558 PHON!: 228-0470 FAX: 228-5477 " -l"'}. efl ;ll· ·\.,, 65· --i,:;.._.. LI IHEET·NO, 4- .. ' . ~ z_ X C-:: 7 , ~ (o -::c:,. 11 ~ I. V-..> c~ i_e ) \ . . tr C:, v-.Jt. a../\.. : '2 '1 I . - --L -:a. .., \ ..... ·--...,. ,r,, I " . o -0 "'C, \, 1 ~/I ( ' 1:1: / 'Z 4 '~ r '-f.., l \ -: '2.11 X 8 = '2 I te, '-f / B.~-~. · +':, ';~G-Z T~-< ~4114> K. ~-p, cs' 0 w ,z')(.. G:, f ,,_ \\ 0 .....:, ,. i 11 2 4'\' /90<-T I 0~e ?;i-~;1..1 J,'+' H, ~ e w o...a o E.P. ENGINEERS 101 8. COOMBS RD. 8llTE B NAPA, CA. 94558 PHON5: 228-8470 FAX: 228-5477 PROJECT StEET-NQ, ·S ~ -lf/J ~ \J <3:.-t l Cc:=t J.__ ~ > e \ o e, Y-I , 3 ~ = I '-( '-I }..) No. ~(,,(_ = a,ob2./;l.(L("" ~·l,'2: ~_s U 9.,_(S e-s-· -· I ~ d._ · ~~ ?e.e. 1/?-I 4-(_ t-Je.W 'DET,t.::,11.- \, . ) ·-it-------.....---------------------.----·- E.P,. ENGN:EFIS PRO,EC.I 101 .8. COOMBS RD. 8UTE B NAPA, CA. 84858 PHOM:: 228-6470 FAX: 218-1477 ; l I I _.t""J-----t-r+--- 2t.. l, -~ ·: Jt>~ i?~O. Fer.r ~1:r GI,. G~l,S>',lO t,2 ,'-( --+ • 8HFEI NO, -~- ~ . . l.,... = ·1"1 '2 \ l~e>.•-e, .s ~,. "!> "' ~ C-'1 S' rt::,. ( = . 4 l'i ~ ( '2>o_otD00 ~ 212 pS>i 4f!:>'l-. -( e-~ 2,20 -=-a 2', ~ r'c;. / i I "2. ~ )' 4; 7.. ,~ H "' i e, ;;1•/.,p ~ -z" )( , , ~¾ .,, 1'-1 n I f \a ~ i_~ 1i>'-\ "'2-s Gi I~ f~ J 7,'2-~}(4' - ~ 1,0 E,P, -PROJECT 101 8. COOMB8 AD. 8I.ITE B NAPA, CA. 14851 PHOtE: 228-M70 F~ 22&-1477 , ... . I# ,, I . ., ~ w,~c =-: t 8,S ps.r." "Z== ~7 pt..~ . 1 'f= ~o~: ,~ ps,F>--4 ~ , a,o fLF ~lo~ \?ooi '-'14 f s.r,,_ "I ': '3 o '-P ~ F 8'u"1) \J.lJL \?. f s.f .. \--t; -l '-1 '-\ :e r . . . . 5 ' o r~f' C,t\-G"~\C ~\P. l-+ ge-_t,...JD\ ~ ~ Le.== -z o. ~' "-, ""2.. = 2 t..( ~,, Le; J. = ~4-t.-/4.~ ::. 4 4, 7 ~ t;:i o . ' ·--i'-, , -_, ••. ·. '.•" ,, .--·-;,.,,,·~::.c-, ... ,.,:;r--;--;::-,:7·,··:-"'·:----::-~-~--~:--,-... _-:--~--~:"'1!"'~,--· ---~·-~ • ~ :·-···:.::-:···:/·.,.;·--·-::---.-·::~.-:-_-: .. ·~~-.. ··.·:-:. ·-.,, .. E,P, ENGt&R8 PRO,ECI 101 .8. C00MB8 RD. SUTE a NAPA, CA. 14581 PHONE: 228-M70 FAX: 229-1477 ~ -:. '-1 y, 1 ._ ( I :: , . G. "";) \ \J <:.,6 ~-~ \ .. o 31,'8"-ll ;~ \O~O ·~. \ \ . • ltF&I NO, . '8 ·. ··-. 4 -·---,..-· ·--· -, ... ·, .. ¾Y • --..--•• ..,. • _ ·s:.s ,_. "'·· ~:r ··_-.. _ -..---7~_.·.-·-·.-· -·. "'.:"_ -,----:,....--.-· , .. _·· · , -·. -·. ·. _ .. -._ ... _. _ .. ., ·':· . ·.· .. -···-·· .. ,.,.7<1""-:0,,.., ___ ....... - _ ~_. ,_,.,., ,.,.¥ __ ,·---·----- ·E.P.ENGN:ERS PHOtE: 221-5470 FAX: 228-6477 lTcM ~ Z. -J¼· lTcM 3 ITE1,J\ ~ ~- TTE K ~ f::, . ~·: !TcK a, PROJ:CT StEET NO. .. CoNf>t....t~O, S~E.. ATTACt-\GD CA,. G-CU L-A ,'\ o~~. .. C.Ot--1\?'--\et::>, ~e~ 'S\4T, °=>-\ ~~e., DSTA\L.. l/~-12-.e-COH'f'L.lf=D, ... 0---. ~{2.. C,~\2.0 V\/\~~\a.e.~ \ ~- ~E-£. ATTAC..\4-GD CAL-.1?, '5· l. EP. ENGN:ERS PHOtE: 221-5470 FAX: 228-5477 ,, 11 l -~M-Z ~ "17 'Z7 J, .I ;; G '2,. ; "' lo 1 : 'E,~-3 .. PRO~CT ~ ~~"'80 '?>~ ,:,.; °' 0"2. 40' . . , ~ \2400 ... l_j '1.02. -, r--• ,, to 1 . , . '·. l ,, I 'G::, 4o 81-EETNO. i 12Yoo ... - * B~AM DESIGN AND ANALYSIS PROGRAM NO. 1 * COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA~ CA. FOF: USE B\·· Ar~hitecture & Planhi9 518 I__-B/FT. BEAM DESCRIPTION~ BM-2 OVERALL BEAM LENGTH (FEET) ...•... 22 DISTANCE TO LEFT SUPPORT CFT) •••• 0 DISTANCE TD RIGHT SUPPORT (FT) ... 17 (DISTANCE MEASURED FROM LEFT END) 17.0 FT LOAD DESCRIPTION: TL AT SPAN AND DL AT CANT. UNIFORM LOAD ON CENTER SPAN CPLF) •••••••••••• 518 Lil\i I F0.!::;:1·1i L.Of.'.)D ON FU GHT CP1N"r" IL.EVER ( PLF) . . . . . .. . 338 POINT LOAC ON TIP OF RIGHT CANTILEVER <LBS) •. 7727 DISTANCE FROM LEFT END LOAD CALCULATIONS LOP1D IN POUNDS. 6'/ ~iBO. 00 REr.:K'.T I DNE3 r. L.EF"T !3UPPOF:T F{ I GHT SUPPOF:T ··· 2 ,1 269 POUr,IDS. 22, 5~:-4 POUNDf3. MAXIMUM MOMENtS AND SHEARS: DESCH I PT I CJN LEFT SIDE OF LEF"T SUPPORT RIGHT SIDE OF LErT SUPPORT LEFT SIDE OF RIGHT SUPPORT RIGHT SIDE OF RIGHT SUPPORT MOMENT ( ':J:F) 0 0 -429860 ···42, 860 SHEAF; '(=I:!:) 0 -·13,117 9,4:1.7 p \ \ p 3::;;:g LB/FT l 5.0 FT , ~ r I""" t""""' _ •• t"·•... .. ;• ~-~ • ~ .• ~ __ ,-. . , ..---. <'. 1r "' ?. • •• ---._ .••.. , ... -..,,_.., __ .•, ,"";".., ... _~ ... ':"""" , , ,+. ., 4.38 FEET FROM LEFT SUPPORT ELA3TIC MODULUS (MEGA PSI> .... -... 1.6 f'.:ii ... LCliAl{H:'.JLE BEN[-I NG STm::sr::; (P£3I) • • • 2400 ALLOWABLE HORIZ. SHEAR (PSI) ..... 165 ALLOWABLE OVERST~ESS (%> ••• ; ••••• 25 l"!f'.'.,X I l'"-'iUM i~~LLCJl,-J(..\DLE STF;:EGS ( P/:3 I) • • • :::;ooo MAXIMUM ALLOWABLE SHEAR (PSI) •••• 206.25 aECT I 0!') . PF:DF'EFi'.T I E:3 V /\ BENDlNG STRESS (PSI)........ 857 ~:;i .. !l:::.(.":F~: r;·rF:;:1:;::~~~f3 ( F1t:) I) " " u ., u ,, " " :t :f. 2 DEFLECTIONS .·-:---· .Ci:~-i::;ED nt,.i i"·,.!D. OF Mr1 TF;: I>: PO I NTf3 Ut3ED IN THE REAL MOMENT APPROXIMATIONS, THE ACCURACY ·oF THE c·ENTER BEA.M MP1XIMUM DEFLECTION POSI-TION Ir; PL..Uf:! DF l"i I NUB O. :::i~5 F /:;.L r. MAXIMUM DEFLECTIONS~ DEF'L.. ( INCHE:3) TtP OF ~IGHT CANTILEVER 0 POSIT.. (FT) 1211 /ij. 22u f.)() DEFLEC710N FACTOR= CENTER SPAN/ MAXIMUM DEFLECTION=-8434.02 . . .. ~ . ~ -~ -. ~ .. -. . .,,.. . ' .. --. ' -, ' " .. ,.. ,_ -.... -.~--~ ~---· -·°""·."'"·.l--.···._ "'· ... --:;,-_ .. _ ......... ~,--~·:· .. ····-·---. ,l 1, * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA, CA. Fem USE BY Archit8cture & Planni9 BEAM DESCRIPtIONi. BM-2 OVERALL BEAM LENGTH (FEET) ......... 22 DISTANCE TO LEFT SUPPORT (FT> .•.. 0 DISTANCE TD.RIGHT SUPPORT (FT) .•• 17 (DISTANCE MEASURED FROM LEFT END> 17 .. 0 FT - LOAD DESCRIPTION: DL AT SPAN AND TL AT CANT. LJI\I I 1:::·(]f.:;~M L.CJAD tJr'1 CEl\rrEF< SPAN. ( F1LF) ~" • ·,. · .... · ... :,; ~ · .. ; • ::::S-38 : UNIFORM LOAD ON RIGHT CANTILEVER CPLF) ....... 518 POINT LOAD ON TIP OF RIGHT CANTILEVER (LBS) •. 12400 PD I NT LDP,Df.3 :: DISTANCE FROM LEFT END ::, t'.; II ()() LOAD CALCULATIONS F::EP;CT I DNS :: LEFl'; SUPPORT = F: :I: GHT SUPPORT ·- . -94<1 POUNDS. 25 'I l 85 POUNDS. MAXIMUM MOMENTS AND SHEARS= ~~; '.I 5()()" ()(~ DESCRIPTION MOMENT('#) LEFT SIDE OF LEFT SUPPORT 0 RIGHT SIDE OF LEFT SUPPORT 0 LEFT SIDE OF RIGHT SUPPORT -68,475 SHE(-~R ( :l:t-) (i •.. 9,q.9 --l O, l S:'5 RIGHT SIDE OF RIGHT SUPPORT -68~475 :1. 4, 9c:_;:·o CENTER SPAN 10iT -13.16 FEET FROM LEFT SUPPORT 16,789 0 p V p V 518 LB/FT: 5.0 FT ,l. ,l. MATERIAL PROPERTIES l::t,.ABT IC MOD!....!: ... US .C 1··1EC3A PS I ) • • • .. • • • :i. • 6 ,;i .... !...iJl\it)B! ... .E BEND I l'-JC:i f3TRESS r: PS I) • • • 2400 ALLDW~BLE HORIZ. SHEAR (PSI) •.•.. 165 ALLOWABLE OVERSTRESS (%) ••••••••• 25 hP1 :~ I MUM (.:)L..LC:1!1-JP1E!L.E f:iTF:EE:1S ( P~~ I ) • • • :::::ooo M~XIMUM ALLOWABLE SHEAR <PSI) •••. 206.25 SECTION PROPERTIES l "'l-'~:-Ci 11 •• -· ;,.J 24 :r::r::,~.,1) I l\~E-J t:)·r;::::J::.fJf) i~ F1E~ I ) u ,. = " " rl " " :I.'·' :~)7"() ::::)f··}!:'.~(...IF'. ~J"Tf'.~1!~~:::;:;:::; ( f'f) I ) 11 1. n n 11 u n 11 •. DEFLECT JONS BASED ON NO. OF MATRIX POINTS USED !N THE REAL MOMENT APPROXIMATIONS, THE ACCURACY OF THE CENTER BEAM MAXIMUM DEFLECTION POSITION () u 5~5 FE:'.ET. MAXIMUM DEFLECTIONS: DEFL. ( INCHES) CEi-....:Tl:::'.P SPhl\l TIP OF RIGHT CANTILEVER i) H ~28 POf:;J T. (PT) 10. 1.0 . 22" (H). DEFLECT!ON FACTOR= CENTER SPAN/ MAXIMUM DEFLECTION=-1720.51 .. -,.-·... ~ -~ ··-,-........ -·-----..... .,. • • ~ .. "'-!~ • ,-~ ... ' ''-..... • .. ... •• .. • -" --:, •• -.... ~ I~ * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 ~ COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA, CA. Architecture & Plannis 902 L.Ei/FT 10.q FT BEAM DESCRIPTION; BM-3 0 1...-'F=:H(:ii....L.. ElE.?H1i LEN(:,TH C FEET 1 • .. • • • • • 50 DI bT i:iNCE TO LEFT SUPPOFn· (FT) .,-_--. . 10 DISTANCE TO RIGHT SUPPORT (FT) ..• 50 (DISTAN8E MEASURED FRDM'LEFT END) Lf.(l .. 0 FT LOAD DESCRIPTION= DL AT CANT. AND TL AT SPAN UNIFOFWI LOAD ON LEFT CANTILEVER .(PLF);.. ... . . . 562···· UNIFORM LOAD ON CENTER SPAN <PLF> •.••...••••. 902 POINT LOAD ON TIP OF LEFT CANTILEVER (LBS) •.. 7727 POINT L.DhDS:: DISTANCE FROM LEFT END LOAD.CALCULATIONS F:1:~:r:1CT I mm:: LOr:1:0 IN POUNDE; .. 6, ~::58()" ()() ~EFT SUPPORT --36,324 POUNDS. RIGHT SUPPORT= 19,683 POUNDS. MAXIMUM MOMENTS AND SHEARS; DE::GCF: I PT I ON LEFT SIDE OF LEFT SUPPORT F: I GI· IT SI DE OF LEFT SUPPOff'f LEFT SIDE OF RIGHT SUPPORT RIGHT SIDE OF RIGHT SUPPORT CEI\ITEF: SPP1N AT -· l ()~°5,~I 37() 0 •-:l ()~) IJ 37() 0 0 -· 1 ~:i? 3,~r? 22, 9-;:7 0 25.47 FEET FROM LEFT SUPPORT 0 -.--., -,.. _,.._.~ • .-, , ---• •"' .-.. ~ __ .,... > ~ •I ,.....h.,.,..,,-,<--,...-.-_.,.-,..., ------~ ....... ~'"I::'"...-_-,.., .I 'f"-'••• ,. •. 't '<"-V ... • • ,..,. I • ,..--• .,· ' 0.,t '• , •• .'. .• ,-.. . ..,.,,. ·~ • •., ,-,• ...,_ ..... , MATERIAL PROPERTIES ELASTIC MODULUS (MEGA PSI) .. : .... 1.6 ,q/.J .... m-N.Yi:-J!. ... E BEhl.l)ING STRESS (PBJ). • • 2400 ALLOWABLE HORIZ. SHEAR <PSI) ..... 165 MAXIMUM ALLOWABLE STRESS (PSI) ... 3000 MAXIMUM ALL.OWABL~ SHEAR (PSI) .•.. 206.25 FOR A 6.75 X 28.5 1 1::t::!\ll) J: J'·-.iC:t :~J'T'F<E:st:~ ( F·E\ I :i ,1 tt ti " " ,: ,1 Jl SHCAR STRESS (PSI> ••...•.. 21; '?(>i3 :l.62 BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS, THE ACCURACY OF t~E CENTER BEAM MAXIMUM DEFLECTION POSitJON IS PLUS DR MINUS 1.25 FEET. MAXIMUM DEFLECTIONS: TIP OF LEFT CANTILEVER C.:El'-iTE::F: SF'r--:;I\J _.DEFL.. ( I NCHE::S) ·-·(i. 98 POSIT.. ffT) .o.oo DEFLECTION FACTOR -CENTER SPAN/ MAXIMUM DEFLECTION= 211.02 ( (o * BEAM DESIGN AND ANALYSIS PROGRAM ND.1 * COPYRIGHT 1982 BY I) I S[~[1 ....... rEC~J-.. !, i'l\ ;_,.r .. l 11 FClF{ USE :E:Y Architecture & Plannig p l! ., 5'i:J2 Lf:{./F .. f' :i.O. 0 FT BEAM DESCRIPTION: BM-3 OVERALL BEAM LENGTH !FEET> •...... 50 DISTANCE TD LEFT SUPPORT (FT> ..•.. 10 DISTANCE TD RIGHT.SUPPORT CFT> ... 50 C0!STANCE MEASURED FROM LEFT END) 40.0 FT LOAD DESCRIPTION~ TL AT CANT AND DL AT SPAN V . : .• UI\IIFClF{M LOAD ON L.EFT C?:1NTILEVEF< (Ft.F> ••••••• ··•· .902· · UNIFORM LOAD ON CENT~R SPAN (PLF) .....••..•.. 562 POINT LOAD ON TIP OF LEFT CANTILEVER <LBS> •.. 12400 DIS1ANCE FROM LEFT END LOAD IN POUNDS. LOAD CALCULATIONS F~EP1CT I 0Nf3 :; LEFT SUPPORT F: I DHT SUPPOfff ··· 38 ~ l :I.::::; PO.UNDS. 9 'J 28£-l PDUNPS. MAXIMUM MOMENTS AND SHEARS~ DE:':;CF; I PT :r 01\l LEFT SIDE OF LEFT SUPPORT RIGHT SIDE OF LEFT SUPPORT LEFT SIDE OF RIGHT SUPPO~T RIGHT SIDE OF RIGHT SUPPORT CENTER SPAN AT 26.00 FEET FROM LEFT SUPPORT MOMENT ,: '*!:) ... ,j,69 .. , 100 ..,. :I. 6S1 , :I. 00 () 0 .. -211,1 ,!~·2(> j_ 6>, (::)~)3 ..... 9, 288 0 .,,.1 ~ 420 .-• r ~.,~., ..,.-.r....,--. r..,,..,.~·.-,,..-_ l'I'•""_• .~.:,,r-_ .... , ••. _-.., •. ,~.,r ,,,-,~.-,"'---·~· -.,,,-..,-, . ,, . .,. . ,.-_, •. -•:,t'"· •• • ••• _· __ •'r'r'• •• , ·-.• MATERIAL PROPERTIES ALLOWABLE BENDING STRESS (PSI) .•. 2400 ALLOWABLE HDRIZ. SHEAR (PSI> ..... 165 ALLOWABLE OVERSTRESS (%) •••••..•• 25 MAXIMUM ALLOWABLE STRESS CPS!> .•• 3000 M~XIMUM ALLOWABLE SHEAR (PSI> •... 206.25 SECTION PROPERTIES FOR A 6.75 X 28.5 21) .tl.tl,5 1!.:iO BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS, THE ACCURACY OF Tl··:[ CE:i'-.ITER E:EP1M M{-)X I ML.II"'! DEFLECT I CW.! POE; IT r ON IS PLUS DR MINUS 1.25 FEET. MAXIMUM DEFLECTIONS: TIP OF LEFT CANTILEVER CE!\lTEF EiPP1N DEFL. ( :t NCHES) {)Jl s:--; ()ti !::i7 POElIT. <FT) 0.00 D~FLECTION ~ACTOR -CENTER SPAN/ MAXIMUM DEFLECTION= 844.82 f _ .••• ,>•. •-' .~~ ,r X,. '•'" ."1;-_,''-. t.'_,". • • ,•.'-,-•, • ..,.., • • ,~ .. •' , ,• ~ ~ •, .. :,•, 0 C , , • ••••• _• ,;-,.,,.:-.•,.-•• ~.,. • •, -• ·EP.ENGN:ERS PHOtE: 221-5470 FAX: 22&-5477 S~7o l 420 s' BM-~. 1\180 • l ?i i.t( l .. io. PROJ:CT I .;:, · lO \00 l 10 G, I StEET NO, (07.-00 'ti 7t~ --------, ..:\'-Zo s' '2-S 1 10-zav . . . .. l -.~ ~ ¼l 1~,q:,? I y y G:,3, J t '11.{( c; \0 <=f4~ e} -~d. . I (o * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA, CA. FiJF: USE: BY Architecture & Plannig F' 4:',?0 L.J::::/FT 756 i_B/F-7 .. 5.0 FT 28.0 FT 3EAM DESCRIPTION: SM-5 ~VERALL BEAM LENGTH (FEET) •...••. 33 DISTANCE TO LEFT SUPPORT (FT) ...• 5 DISTANCE.TO RIGHT SUPPORT (FT) ... 33 (DISTANCE MEASURED FROM LEFT END> LC.lAD DE!:?.CF:IPTICJN: DL AT CANT AND TL 1:;T SPAN LJI\JI FORM LOP1D CJN LEFT CANT I LEVER-( Pb..F) • : ...... ; .: 420 · UNIFORM LOAD ON CENTER SPAN <PLF> ..•...•..•.. 756 r-::·cn: 1"-!T i....DP,i) Oh! T JP rn= LEFT cr;l\ff I LE\JEF,: (!. .. BS) • • • 56 70 DISTANCE FROM LEFT END :l ·~.!·" II :)() LOAD CALCLJLAtIONS LO{~iD I hi POUNDS. LEFT SUPPDF:T RIGHT SLJPPOF'.T -· 23,914 POUNDS. i 2, 6:'i4 POUNI)S. Mt,1 '.< I MUM M(JMENTf.'J AI\ID Sl· .. IEhF~S: DESCRIPTION MOMENT('#) LEFT SIDE OF LEFT SUPPORT -33,600 RIGHT SIDE OF LEFT SUPPORT -33,600 LEFT SIDE OF RIGHT SUPPORT 0 F~ I GHT ~3 I DE OF F: :!:'GI-IT f3UPPORT 0 CENTEF~ SPPJl,i (~t 12.00 FEET FROM ~EFT SUPPORT -105,696 -7, 7'7(> :1.6, :l,Ll,4 -·l.2?654 0 7,072 TO 20 -558 .... _ '1·-----•• ·-~-.->--~ .... ._--~ .... 1,,-...,, .. _ ... ,..,_.--~_,";_-.. ,.,.7, ... , .. ,1,_ ·.·-••... -.:--l, ............ ~."'.:~ . -.. -.. _ .... •, ... __ .,_ ..... ,-. ..-,., MATERIAL PROPERTIES F:i..Jr::rr JC MODUl .... UE? ( ME:::Gi:); PS I) • ' • • • . • :l. • (;; ALLOWABLE BENDING STRESS CPSI> ... 2400 ALL..Di.1-J,~il:3~.-E:~ HOF: I Z. SH!:::P1F'. (PSI ) • ,. ,. .. .. 1 t:;~5 ALLOWABLE OVERSTRESS (%) ........... 25 MAXIMUM ALLOWABLE STRESS (PSI) ••• ~n~n MAXIMUM ALLbWABLE SHEAR (PSI> .... 206.25 SECTION PROPERTIES FOR A 6.75 X 24 2, 114 l35 BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS, THE ACCURACY OF THE CENTER BEAM MAXIMUM DEFLECTION POSITlON IS PLUS OR MINUS 0.82 FEET. MAXIMUM DEFLECTIONS~ TIP OF LEFT CANTILEVER -0.49 CENTER SPAN 1.08 POSIT. (FT> o.oo DEFLECTION FACTOR -CENTER SPAN/ MAXIMUM DEFLECTION= 310.54 -·~ .... ·.""' •• ~ -· .• ., -~ .... 'I.:, ·,-,½"~_· .. -···. ~ ,i., ._.,•1•.~;-. "",~ ... _, -t ·., •,·":I,·.--=~·-... _ '2-1 .. ~---,,:-···--·~-_ .. •<':·:-·::· <,. -, .. •,· .. :--· ••• - * BEAM DESIGN AND ANALYSIS PROGRAM ND.1 * COPYRIGHT 1982 BY DIEiCO-···TE;-::::1-1, :::lANTr::i F::OSPi,1 C{:1. FOR USE BY Architecture & Plannig .JCiB NO .. I I V r:, I 420 LB/FT :'i .. O FT BEAM DESCRIPTION: BM-5 OVERALL BEAM LENGTH (FEET) ....... 33 DISTANCE TD LEFT SUPPORT CFT) •..• 5 DISTANCE TO RIGHT SUPPORT (FT> ... 33 <DISTANCE ME~SURED FROM LEFT END) 2Ei. 0 FT LOAD DESCRIPTION: TL AT CANT AND DL AT SPAN UN I FORM LOAD ON LE::FT. CP1!\IT I LEVER · (-PLF Y •••• · ~ • ·• • 756 --· · UNIFORM LOAD ON CENTER SPAN (PLF) ........•.•. 420 POINT LOAD ON TIP OF LEFT CANTILEVER <LBS) ... 10200 PC I 1,ff LCf~DS ~ DISTANCE FROM LEFT END LOAD IN POUNDS. :1. ·~-. 00 LOAD CALCULATIONS LEFT SUPPOFff = F;; I GHT S1UPPOFff == 24? :::;;33 POUND.S ,,' 5 .1 457 POUNDS. MAXIMUM MOMENTS AND SHEARS: ,ll '.I ()5() n ()() DESCRIPTION MOMENT('#) 1...1:::FT 13 I DE m=-LE.FT SUPPORT -:60 ~ 4~50 RIGHT SIDE OF LEFT SUPPORT· -60,450 LEFT SIDE OF RIGHT SUPPORT 0 RIGHT SIDE OF RIGHT SUPPORT 0 ..... :t ~:i 5 9f:~() l (), ~::;53 -~5~ 457 0 CENTEI::;: SPP,N AT 15.01 FEET FROM LEFT SUPPORT -35,448 () --· ,. ',• .. ~-. ' ..... -< •..... ._. .. 1/.,.. .. ,_i:V,.'-· _ ......... '.-.:-""'1,:z.~ ~-."'_ ...... _ .... _._,,•---i,_-.• , ..... ' ......... q,. ,_,,,-·:'--....... :--.. -.. ~·..,._!'<· " . ..,.,,..._,., ."". •. : •• _ ...... _ • •. _.:-:· MATERIAL PROPERTIES ELASTIC MODULUS CMEGA PSI) ...... . •l .•' ,I. n (.':) ALLOWABLE HDRIZ. SHEAR CPSI> .•... 165 ALLOWABLE OVERSTRESS (%) •.••. , ••• 25 MAXIMUM ALLOWABLE SHEAR (PSI) .... 206.25 SE~TIDN PROPERTIES BENDING STRESS CPSI) ....... . J. ~ ~2()(~ J. :i.5 BASED ON NO. OF MATRIX POINTS USE~ IN THE F~:i?.,:11... MOMENT P1PPF{O XI MAT IONS, THE P1i:::CUF:i~CY OF THE CENTER BEAM MAX!MUM DEFLECTION POSITION I ::3 PL.i..Jf3 DR MI hit.,_:f.:'l O .. H2 FEET. MAXIMUM DEFLECTIONS~ DEFL ( I !\!CHES) TIP OF LEFT CANTILEVER 0.06 C>u 3:l POSIT .. (FT) 0 .. 00 :1.c? .. 88 DEF~ECTION FACTOR -CENTER SPAN/ MAXIMUM DEFLECTION= 1078 .. 85 .-. ' -. •: .... '.·· -..... ·: .. ' :··, * BEAM DESIGN AND ANALYSIS PROGRAM ND.1 * COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA, CA. FOF: USE B\1 Architecture & Planni9 .. JOE: l\l(J" V 756 LB/FT BEAM DESCRIPTION~ BM-6 OVERAL.L BEAM LENGTH (FEET) ..•.... 41 DISTANCE TO LEFT SUPPORT (FT> •••• 0 DI f3T ,:7,11···.iCE ..,..0 F-: I [il .. lT SUPPOF:T (FT) . . . 3;':3 ,; DI ::::;·rI+.lCE. . !"iEhSURED F!:~OM LEFT END) ::;;:5., 0 FT LOAD DESCRIPTION: TL AT SPAN AND DL AT CANT. UN I FORM L0(-11) ON 'CEN"rER SPAN "'(-PLF) · .•••• ' ..... :,, .. ·• • 756' · . UNIFORM LOAD ON RIGHT CANTILEVER (PLF> ......... 420 POINT LOAD ON TIP OF RIGHT CANTILEVER (LBS) .. 5670 LOAD CALCULATIONS LO(~D I I\J POUNDF. 7 tr C..-.:~)() :r ()() m:.r-iCT IONS~ LEFT SUPPCJf-n F<: I GHT SUPPOFff ·- 16,184 POUNDS. 26;096 POUNDS. Mf.i ;< I MUM MOMENTS i:.:1ND SJ ... 11::,(-\F:S ~ DESCRIPTION LEFT SIDE OF LEFT SUPPORT RIGYT SIDE OF LEFT SUPPORT LEFT SIDE OF RIGHT SUPPORT RIGHT SIDE OF RIGHT SUPPORT CENTER SP1~N AT 16.00 FEET FROM LEFT SUPPORT MOMEI\IT ( ':J:l:) 0 ·o ···-4 :I. '·' 580 -1.f. :i. 'I !:°7.i!;JO 0 :L6, :l84 --j_ '? I) J.?(){-.:, B, l 90 4._, 088 TO '' \" 420 LB/FT 6 .. 0 FT -·~·-:_· --:-~ --· -·~ •• ,._, ,· . "_. •• :·:·""",. "; •'''!'""' •• --~'-.··.,..~,-t-.. ,"'f).~,.~r-:,""";· ; :'7.'\·-·~---.:>':"'~ r_ .. : .:· ~ .-, ....• ...., .-~-,·:_ ·.·. . ·:,. ·.·, •,_, MATERIAL PROPERTIES Pd .... L..cJ1.-\:trtn .... E:. 13EJ\Jl) I l\if3 ~::) .. f'F\t:::s~:3 < r:.·s 1 ) " II II ::.f.1-CH) 1:".\t ... L.[)\~Jj~;JfILE:: ~i(JF;.'. :i: Z :r t3t'·Jf:::(.·.~1F~.'. ( f=1f:} I') 11 11 11 n u 1 CJ~5 ALLOWABLE OVERSTRESS (%) •••••.••• 25 r.,ti~:t := .••• 206.25 2ECT!DN PROPERTIES FGP A 6.75 X 17 BENDING STRESS <PSI) .•.••..• t;; 1-·I E:. f:~ 1:~~ f.; -r F~ E:: ~3 f7.: ( 1::,5: I ) 1; 11 11 n 11 n II n 1:33 •. BPiSED rn\J ND. OF MATRIX POINTS USED II\I THE REAL MOMENT APPROXIMATIONS, THE ACCURACY OF THE CENTER BEAM MAYIMUM DEFLECTION POSITION JS PLUS OR K!NUS 1.02 FEET. Mt,;:: JMUM DEP.:-L.ECTIDNS~ CEHTEi::;: SPAN TIF' OF .ui:::.: .. , L. C I NCHEf.:;) 1 -;c, J, ii I I CANTILEVER -0.79 POSIT. (FT) :1.6. 41 .q.1 n ()(l DEFLECTION FACTOR= CEN1ER SPAN/ MAXIMUM DEFLECTION= 234.07 .... , ... ,. * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT 1982 BY DISCO-TECH~ SANTA ROSA, FOR USE DV Architecture & Planni9 p 'v' 420 LB/F"l BEAM DESCRIPTION: BM-6 D'·-/E!::;;?-)1....1.... BEPrlvi I...El\lt3T!·i (FEET) .. .. • • • • • Lj. :I. DI f::1-rf.~,NCE TO LEFT SUPP OPT (FT) .. " . ., 0 DISTANCE TD RIGHT SUPPORT (FT) .... 35 (DISTANCE MEASURED FROM LEFT END) 1 0{\D I I\IGE:: LOAD DESCRIPTION: D~ AT SPAN AND TL AT CANT. UNIFORM LO?-iD 01\1 CENTEF, SPAN -(PLF)· .••• ~-.--• .--. ,; ~ .···420· UNIFORM LOAD ON RIGHT CANTILEVER (PI...F) ........ 756 POINT LOAD ON TIP OF RIGHT CANTILEVER (LBS> ... 10200 PD I NT LDP1DS :: DISTANCE FROM LEFT END :I. 6. 0() LOAD CALCULATIONS F~EP1CT IONS~ L01"-:D I I\! POUNDS .. i.i-, (l50. 00 LEFT SUPPORT = F: I GHT SUF'POFff -·· -7,411 POUNDS. 26,075 POUNDS. MAXIMUM MOMENTS AND SHEARS: D'E!:3CF,: I F'T I DN LEFT SIDE OF LEFT SUPPORT RIGHT SIDE OF LEFT SUPPORT L.EFT S1DE OF F:IGHT \3UPPORT !::;: I GHT SI DE OF F: I GHT f3UPP.ORT CENTEf:.: SP(-)1\1 {H 16.00 FEET FROM LEFT SUPPORT MOMENT ( '~*) 0 0 -74,_, BOEl -·-74, 8(>8 -64,819 0 7, 41. l .... ,j_ 1, 3~:;~:1 J. ll,, ·7:::::6 F' \! " 756 LE:/FT 6.0 FT ----k~----~-,-,.. --,-·•• ., •, ..... , ,..1 ~·,.._ ••• .... _~) ...... ~_,..,...,..,,,. .. ,, ·~ ,_ n,r,_ _,._.,,,.,. "'" • "'"'·~ , ,-•• , ... «.,._ ., • '• ..-~ · ( .. M~TERIAL PROPERTits ELA8TlC MODULUS (MEGA PSI> ....... 1.6 ALLOWABLE BENDING STRESS CPSI) ..• 2400 ALLOWABLE HORIZ. SHEAR (PSI) ..... 165 ALLDW~BLE OVERSlBESS (%) ..••••••• 25 MAXI~UM ALLOWABL~ SHEAR (PSI) ...• 206.25 SECTION PROPERTIES .-, .. ~· .,::. / ( f=iS: I ) u 11 11 11 n n n n 1 (I j_ 9f:~ 107 BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENl APPROXIMATIONS, THE ACCURACY OF THE CENTER BEAM MAXIMUM DEFLECTION POSITION rs PLUS DR MINUS 1.02 FEET. MAXIMUM DEFLECTIONS~ I)EFL. ( I NCHE!3) CENTER SPAN 0.60 TIP OF RIGHT CANTILEVER -0.01 POSIT. <FT) :1.6.40 41.00 DEFLECTION FACTOR= CENTER SPAN/ MAXIMUM DEF~ECTIQN= 695.78 . '• •• l ... ..· . :· •. ~· ·-.......... -...... --,.-.~· --·~·-· --.. .. . . ,( * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT i982 BY DISCO-TECH, SANTA ROSA, CA. FOR USE BY Ar=hitecture & Plannig .. JC)E; i\lCi s: p ,:::;10 LB/FT 94'.:.; LB/FT 8.0 FT BEAM DESCFIPTION~ BM-9 OVERALL BEAM LENGTH (FEET) ....... 44 DISTANCE TO LEFT SUPPORT (FT) .... 8 DISTANCE TO RIGHT SUPPORT u~T) ..• 38 (DISTANCE MEASURED FROM LEFT END> ~?). O FT LOAD DESCRIP~ION: DL AT CANT AND TL AT SPAN .... . .· .. UNI~ORM LDAQ ON.LEFT CANTILEVER (PLF) •.....•• 610 UNIFORM LOAD ON CENTER SPAN (PLF) ....•....... 945 UNIFORM LOAD ON RIGHT CANTILEVER CPLF) .•.•..• 610 POINT LOAD ON TIP OF LEFT CANTILEVER (LBS) .•. 11780 POINT LOAD ON TIP GF RIGHT CANTILEVER (LBS) •• 10100 LOAD CALCULATIONS LE.FT sur-:·POF~T F;; I f3HT f.1UPPCJRT -·- :32, 24 :I. POUNDS. 26, ::'i29 POUI\IDS. Mh.l( I i"iLll"'l MOMENTS Pil·~D Si .. ·IE(.:1Rf3: DESCr: I P"f' I ON LEFT SIDE OF LEFT SUPPORT RIGHT SIDE OF LEFt SUPPORT MOMENT ( '#J -1 :1.3~ 760 -1:l3,760 SHEf1F~; ( ~*) .. -·l6, 660 1!:'i, ~581 2'8 \J /::,:1.0 LD./FT 6.0 FT , > ·~ ;.,• -..Jr . .,_.!"'"1 · :. ,t:r._," -'~·· •• ~ •• ~ ,_r IU .... , • ••.: .,.,_ ...--,.,_._ .. ~;--<l-!,,';..,~~. f ,.::;·, ,· ;_,.,.~ '• ,. ~-,.:· ,·' ·:( ',: , ·: ::'"" RIGYT SIDE OF RIGHT SUPPORT ~ c: E:: r ~it· E: F~; :;::; F-' l~·1 J\~ ti 7 .. 16.49 FEET FROM LEFT SUPPORT MATERIAL PROPERTIES EL~STIC MODULUS !MEGA PSI) ....... 1.6 ALLOWABLE BENDING STRESS (PSI) ... 2400 ALLOWABLE HORIZ. SHEAR CPSI) ..... 165 ALLOWABLE OVERSTRESS (%) .•••••••• 25 MAX!MU~ ALLOWABLE STRESS <PSI> ••. 3000 l'-"lt~,x I ML.!!'····1 P1LLmJ(.:1BLE SHEAR (PSI) " " . . 206. 2~5 SECTION PROPERTIES ..... i". BENDING STRESS CPSI) ........ . ~3:-;1:::1~~F: t3-rRi:OE:~3 ( !=1S J ) n n ti = II II II rs :1.19 D/=::F!.. .. EC TI ONS BASED ON NO .. OF MATRIX POINTS USED IN THE F:!::::(.:1L MCJ!'·-'l[Nl (..)PPRCX I M?)T I ONf:3 ,,, THE ,0.iccur-::(.:1CY OF THE CENTER BEAM MAXIMUM DEFLECTION POSITION !S PLUS OR MINUS 1 .. 1 FEET. MAXIMUM DEFLECTIONS: TIP OF LEFT CANTILEVER :::E!')TER :3Pf.:ii\! TIP OF RIGHT CANTILEVER DEFL. C I NCl .. ·IE:3) (). t.i7 ..... (j r. ()';'.' o. 18 :t 3 ~I 7' e."J() i='ClS IT.. (FT) 0.00 44.00 0 DEFLECTION FACTOR -CENTER SPAN/ MAXIMUM DEFLECT~ON=-4037.33 * BEAM DESJGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA~ FOFi USE BY Architecture & Plannig f.:>10 LB/FT :;;;o,,o FT E:l::(::iM DESCRIPTION:: BM-9 OVERALL BEAM LENGTH CFEET) •...•.. 44. DISTANCE TO LEFT _SUPPORT <FT>.~-· 8 DISTANCE ro RIGHT SUPPORT {FT) ••• j9 (DISTANCE MEASURED FROM LEFT END> LOAD DESCRIPTION: TL AT CANT AND DL AT SPAN UNIFORM LOAD ON LEFT CANTILEVER CPLF) ......... 945 UNIFORM LOAD ON CENTER SPAN (PLF) .... ~······• 610 UN IFOPM U}(~D ON FU C-:iHT CP1NT I LEVEF< ( PLF) .....• , 945 POINT LOAD ON TIP OF LEFT CANTfLEVER (LBS) •. ~ 18935 POINT L.mm· ON TIP OF HIGHT CANTILEVEF: (LBS) ••. 14,Li-"63 LOAD CALCULATIONS HE/:~cT I Oi\iS :: LEFT SUPPORT F::;: GHT SUPPOF(I" -- 38, 24::::-POUNDS. 26 ,1 c":)D5 POUNDS. V 94~5 LB/FT 6 .. 0 F .. 1" MAXIMUM MOMENTS AND SHEARS~ -_,_,. _ _.,.,.-....-.~~,•·-',.~·-•"'".~' .... -.I:' ..... -~•·.-.--,.~ .. ,,._._...,_....,.._,,.,.½~,'•:", ,":••~w . .-,.-.... •,•,,:~•••,•'--.•~·,,w••_ • .;, .......... ,~w"w"'•·-·, ,~ ... , .. -,,...:•~• ... .,,~..._~--. .... ,_,•,-.-... .,.. .... .,. .',.;,;;,.\;..,: .... ·I \ ,l, ! i ,I. \.,.'I "•i t LEFI SIDE OF LEFT SUPPORT RiG~T SIDE OF LEFT SUPPORT : ... EF·: .. EIDE OF RIGHT SUPPDF~T RISHT SIDE OF RIGHT SUPPORT CE:::l'Ft::R f3F·,:::,i\l {::;-r ~9.26 FEET FROM.LEFT SUPPORT MATERIAL PROPERTIES I 11.-'I i1:,., I ~j I \ 'ii' l .. , .. :!. f..{ :I. ~I 72() ... ~ :i. fj :I. ') :1:~:() ..... :1, ()~) 1.1 7f:}f3 -· :I. ()3 'J ~78f.:: EL .. P1ffr I~-.. : 1··-"iC)DULUS ( MEGP, F'S I) •••• " • • :I. • 6 ALLOWABLE BENDING STI~ESS <PSI> .•• 2400 ALLOWABLE HORIZ. SHEAR (PSI> .••.• 165 AL(GWABLE OVERSTRESS (%) •••.•.•.• ~b MAXIMUM ALLOWABLE STRESS (PSI) ... ~uuu MAXIMUM ALLOWABLE SHEAR (PSI> ..•. 206.25 S~CTJON PROPERTIES FOR A 6.75 X 28.5 BENDING STRESS (PSI) ..•..... SHEAR STRESS (PSI) ....... . 2,627 :i.E:~9 BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT AP~ROXIMATIONS, THE ACCURACY OF THE CENT~R BEAM MAXIMUM DEFLECTION POSITION IS PLUS DR MINUS :1..1 FEET. MAXIMUM DEFLECTIONS: :1.1•\I 748 _ .. ,f.:.., ~· 55::2 0 DEFL.. < I NCI-IEE:;) TIP OF LEFT CANTILEVER 1.40 F'OSIT. (FT) 0.00 CENTER SPAN -Q~81 TIP OF RIGHT CANTILEVER 0.73 22 .. ()() 4L.l, 00 DEFLECTION FACTOR= CENTER SPAN/ MAXIMUM DEFLECTION= -445.77 .--~ ..--.., .,.. ---• -.-., ---~ ---..-· --•• • • ."' • ·,-•• , •• -,-• -, • i: .-•• • • • r• • • , .... -. .... -'\ ........ ,. •• -.-.. -:•• -.._-r • ., "'___,_,;•· ,. ..... • • -·• • .•··. .• ,•, .... ,. •,.•·,-.•·•_ ... ··~-M·--. --.,--.·· ,.. ·-:.· .... , . ,. -i. • EP.ENGN:ERS PROJ:CT Sf-EET NO. PHONE: 221-5470 .. FAX: 228-6477 \ObS'O l ....,_ ___ '-1_8 .... S __ ____,,, '8 g ~- I'\ . ' , I Ce,\ )[\ COPYR!GHT 1982 BY DISCD-TI~CH, SANTA ROSA, CA. FOR U!:3E BY (.~1-·c:h:i.tt-:~c:ture 8-: Plc\nni:3 8~53 L..B/F .. r BEAM DESCRIPTION: BM-11 OVERALL BEAM LENGTH (FEET) ......• 32 DISTANCE TO LEFT SUPPORT <FT> ...• 0 DISTANCE TD RtGHT SUPPORT CFT> ... 26 CD!STANCE MEASURED FROM LEFT END> 26.0 FT LOAD DESCRIPTION: TL AT SPAN AND DL AT CANT UNIFORM LOAD ON CENTER-SPAN <PLFl~-~.:.~: .. ~--~-8t3 UNIFORM LOAD ON RIGHT CANTILEVER CPLF> •...... 485 POINT LOAD ON TIP OF RIGHT CANTILEVER (LBS>~. 6300 LOAD CAL=ULATIONS LEFT SUPPOFff RIGHT SUPPOFff - 9, o;:::;9 POUNDS. 21 ~ 82S> POUI\IDf-3. MAXIMUM MOMENTS AND SHEARS: DESCRIPTION LEFT SIDE OF LEFT SUPPORT RIGHT SIDE OF LEFT SUPPORT LEFT SIDE OF RIGHT SUPPORT RIGHT SIDE·OF RIGHT SUPPORT CEhlTEi::;.: SP1:'.:1N ,::i T MOMENT C ·· :l=F) ~4-6 '.t 53() .... ,t~-6,, 5~:,(} SHEAR C:f:r-) 0 9, 0:::::9 -··:l.:2~6:1.9 9,2:lO 10.85 FEET FROM LEFT SUPPORT -49,046 0 F' -4El5 LB/FT 6.0 FT -_..-.. -,r...----. ... -•• ~ ..... ,.....,.: "',,,,,..-•,•--.~.--..... •.,. .--,.,,•-_•••,•---• ..... -v.:.-~.-,~ ............. 7_•,.,•,•-.,,-. .-,, ,N••,J"."'y••,.,,-._, .. ~,•-. -",-1,'• , .. ,, .. , ..... ~,•'• ••"'."'•": ,!\---~-0 ••,,.•• ', ... _., ~, MATERIAL PROPERTIES ELASTIC MODULUS (MEGA PSI) ....... 1.6 ALLOWABLE BENDING STRESS CPSI) ... 2400 ALLOWABLE H0RI2. SHEAR (PSI> ..... 165 ALLOWABLE OVERSTRESS (%) •••••.•.. 25 ivi ,~::·: X I r.,·1 !..J ivi 1:.:1 L. i .... i] ~!.J i~:·1 £{ L.. f~ t:) .. rF( f:::": S ~3 ( F'.E; I ) " ·r. " ·-=:; t'; 1) t·, MAXIMUM ALLOWABLE SHEAR (PSI) .... 206.25 SECTION PROPERTIES V r. BEND!NG STRESS (PSI)........ 981 SHEAR STRESS (PSI)........ 101 BASED ON NO. OF MATRIX POINTS USED IN THE REAL MDM~NT APPROXIMATIONS, THE ACCURACY OF THE CENTER BEAM MAXIMUM DEFLECTION P0SitI0N IS PLUS OR MINUS 0.8 FEET. MAXIMUM DEFLECTIONS: CENTEF: GF·1t\N TIP OF RIGHT CANTILEVER DEFL. ( I hi CHES) o._42 .... o. 1.0 POSIT. {FT) 11.. ~8 3:? f1 ()() DEFLECTION FACTOR= CENTER SPAN/ MAXIMUM DEFLECTION= 745.·63 . ·:·· • • .. -., .·· . ·"'. • .. •. -', • .: .. ~· ,,-....... ~ ...... •.":':.,:--::·· .. ···~·=·:,---;-_-::·::.'"":.·-~ ·--~-.-:-;;_-·.·.····,-7,:•;,; ~-~-.. ,..;•·:_•. ·_ .. ' ' ·-,·.'.·~. • '',__. _ _-.. · :·r,. I. * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT :l. 982 'EJY 9 S:::- DI SCD-TECH, SANTA ROSA, CA. FOR USE flY Archi~ec~ure & Planni9 485 LB/FT BEAM DESCRIPTidN: BM-11 OVERALL BEAM LENGTH (FEET> •.•.... 32 DISTANCE TO LEtT SUPPORT (FT> .•.. 0 DI EThhlCE:. TO F:: H::iHT SUPr=·oRT (FT) • • • 26 <):.:·I E;T~':\NCE i"'IEASUPED Ff·10M LEFT END) LOAD DESCRIPTION: DL AT SPAN AND TL AT CANT. UN I F'OF:M LOAD DN CENTER ·. SF'AN ( F'L.:F) ... -. • ·.: .• ~ ....... · ·,495, l.11\1 I FDf-~M L.o;:,D ON F: I GHT Ci~NT I LEVEF< ( PLF) • • • • • • • s:::::~::, POINT LOAD ON TIP OF RIGHT CANTILEVER CL.BS) •• 10830 F,:F.=::i::icT I DNS :, LEFT SUPPORT 3,229 POUNDS. 25,209 POUNDS. MAXIMUM MOMENTS AND SHEARS: DESCF~ I PT I ON MOMENT ( '~*) LEFT SibE OF LEFT SUPPORT 0 F: I GHT SI DE OF LEFT SUPPOF::T 0 LEFT SIDE OF RIGHT SUPPORT -79,974 RIGHT SIDE OF RIGHT SUPPORT -79,974 CENTE:J::.: SPif.~N i:f'f' 6.66 FEET FROM LEFT SUPPORT -10,749 SHEPiF.: ( :H:) 0 ~ ..-,rjc:, ._,, .i:: .. .i:.. l ..... c_;, ~t ::::: El :t :1.5, 826:l () p 83::::; LB/FT t:-,. 0 FT , ~-~_,-·.-, .-.,,...__..., • ..-.. ,-, .. ,. ,..., •·~-~-~·-·, .-,,...--~-· ,."'""". •~,.,f_,,_,~ ·7;~•::'"r'" .~ .... .,. .... ~ j>,~-,.~·,-~~,.,7•·~·-•>-,.•. ;' . ...,,. , , ,'. •Ir,,_,. r.,'_';"•, , ~~TFRIAL PROPERTIES E~LMi:.):~-:;"r IC: 1v;!]i)Lf!.,_UE; ( 1·~··11:::.G(.:·; F1~:1 I) II It fl II II u It 1. II I:.°:> ALLOWAB~E BENDING STRESS CRSI) •.. 2400 ~LLOWABLE HORIZ. SHEAR (PSI) ..... 165 ALLOWABLE OV~RST~ESS (%l ••••••••• 25 Viti/ IMUh P-iL..L..Di\1P1DL..E STF?EE.:S (PSI 'J... ~:;ooo MA/!MUM ALLOWABLE SHEAR (PSI) ... ·. 206.25 SECTinN PROPERTIES ..., ;\ BENDING STRESS (PSI) ....... . SHEAR STRESS (PSI) ....... . J. ~ l:)()(} :1.31. DPSi::.D Dh1 NO. OF i'!Pi TR I;:( PO I NTE USED IN THE REAL MOMENT APPROXIMATIONS, THE ACCURACY OF THE CENTER BEAM MAXIMUM DEFLECTION POSITION IS PLUS OR MINUS 0.8 FEET. MAXIMUM DEFLECTIONSr DEFL., ( INCHES) Ci:::.l'--.i'T[F: S:iPi~1N ·PD!:3 IT. (FT) 19.20 TIP OF RJGHT CANTILEVER 0.41 ~:2 II()() DEFLECTION FACTOR= CENTER SPAN/ MAXIMUM DEFLECTION=-2481.81 . . . . , ....... , ......... • .... ·--, r .. -.. .-.-~,:-,_ , : , .. ';. ,.,. - --· ~ . .:. . . . . •' ''.>' . .,. ~ '. ,;• ·. , • _. . ,.-~~.--~._.,.,.· ~ , .. -·-'. .'.. '. ~, , '., .. . . - EP.ENGN:ERS PRO.EQT PHOtE: 221-5470 .. FAX: 22&-5477 \ ~\6'2, \ 0\2-Fo(?.)T\ ~C., F-'Z WO'f-'eT CA.~E:,.. . ' f /v-A-J-)(' = 4 ~ \(.. \ . ~. .4 ~ ~ \ ,o u lc.s.F 4 Oks.F. r:: ·-2~ &f-,.. ~ ,o -1 .t::. ' I II ~.: Ito V v •. 1,84 ( Ip -i .. 2 ,1S~., 3 Z \t. I)-, 32 ¼,.,3,3,;, 11:;, ;.. 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'""'- L) ·~ E 4-~~ ~A, WA-f, · 8tEET NO. . ~B , - . ' • E.P. ENGINEERS PROJECT 101 8. COOMBS RD. 8llTE B NAPA, CA. 84558 PHON5: 228-$470 FAX: 228-5477 SHEET NO, -: : \, ' . -,--.. --;.:-~:· ]'-:--.-• :_ -~ • '• ,•.·:•• •••, ---:","_:•: ·~--'1-:-t:. ;-~<•·~--:-~ ""'•-:.~._~-:.:-· ~ • t• ". ~.,... • ,.:,: •• --~ ,~~;..~:p.=F:~•:.ri ,~•-r:•;,•3.~.~--:.:.~:,-.~;?~~":';,.:,~-;.-~-:•--:~-:-:_-~~:-::.-~ ,~. •.~-,--.• ..,: .. !·::•·-,-.,. _,, .. I ;•:•, • ·.: • -• --· _ _,_ .... • ,: . ' . E.P. ENGINEERS 101 8. COOMBS RD. 8llTE B NAPA, C~ 94558 PHON::·228-&470 FAX: 228-5477 , ' PROJECT SHEET-NO, 40 --0- 4 ,.+" C,.?t,... __.. t"'t<=; ~\: \,'t:>)(. '2,33 '>'.'28,''>( t ~o =--14,~ ~ -t:>t-. . \/ '-~-,(p ~ ~-e,' . fTe,' I ,Ab. ·c c \ , Ir-----'----,+-, --r-41~:oo1... '3000 . R €, tJ t2 µ r-T c, J L 201 l 1 )1 \-\ e T = \ 0, i ~ ,x'1 "1 1 "" l q ~ , 'S' · ~ · · · · · , \ . \ e -=-I~ ~, i + ~ , G:, ( 4 ) -4 ,+ ( ") /z s, 1 : 1 ' r . I l-/1, ~ l + -7 f ~ :. ~t ~-)I. '!::> -:.. l cq I~ r~~ /.~,~ '2 r~)C,.':. i,i::,~1, ~~-z.. -::. ,z~a,. ~s~ Ii ,S .._ l,8 ~s. I ~ tq, t.../000 X l, 5~ . --· -··· ·--·-· ·- .-,., .,h •,,.. • .·-.-.-~ . ~...,... l·.··· :._ •··• • ·~---, ·.~ • -: • ...,,_ • •• '1 ··'?:-t·,'(_.,· ~~-.:-: :-·.\~• t_ ....... ;-,,i.";·1 .... : ... -!·'·._,.: .. ~~--. ·-.. ·:_ •,:: • ·, ,·-··-· • • _. .. ---·---..-- E.P. ENGINEERS 101 8,. COOMBS AD. SUTE B NAPA, CA. 94558 PHON::·228-$470 FAX: 228-5477 PAOJ:CT (; j q. '\ -,-·---., .. \ j z. G:; \ 1 "Li:>-?. C,. \1,5-Y-.... ·. V<;.E.-4 ~ ~ ~ -ror ~ ?-o-r w/ -IJ= ~Tl SS> (!;_. 'Z. 4.t' 2::,, c.. : .• ..... . .. ..... \ SHEET-NO, 4-\ . : •' .... E.P. ENGINEERS 101 8. COOMBS RD. 8UTE B NAPA, C~ 94559 PHON5: 228-&470 FAX: 228-5477 . PROJ:CT · SHEET-NO, 42- . \c.. WTL-.:. ~4-'2... ~ \ .. lit. t\ot:: (_l,_3 )' \ q =. 21 '1,1 e-:::. -i.1"'t,1 1~+ ~.·'-L '-I~ -3)( (r;) =- 2.A,2- ,: q,'2.. I IL.{-"1,2.:: Y,7b}("!>s \Y/'.; ·f'~"" .(14/s)-=-z"i,'Z- ··'2...'' ,. . . ::- ?'-' b '°<. ~ ~ ?;, ~!-, 't,.'f:/f /1 I~ = 2, _i.s-~>f r---_;..---------'ll------,..,,, ...... , __ ~,I; ~ \ IC. t\ \.U-4¥ :. Z. y; ' )(. Z /z_ ~ '11 , 1 t~-p 11·½~ ,._ 7-~,. 1>:i,?, ~ J,bi;,M'l- U~E 4-i G:,. ~J--~p 4 ~&!>i, . E.P. ENGN:ERS . PRO.ECT Sf£ET NO. PHON:: 221-5470 · FAX: 228-6477 . ~~1~1--\tc.. : .~ )( 8~f,;.F: 2t:>,2. ps.F . .__ w. . ' , ... 0 ..... t \.\ 101 SOUTH COOMBS.RD. SUITE 8 NAPA, CA. 94559 (707) 226-5470 . FAX (707) 226-5477 STRUCTUR.AL CALCULATIONS FOR I Ht:::-6:f oa::::;> c1U:( -e:;:, • C::Af< L..~f=,A D j-C,.6-. L \ ;=-, . . .. . . ' . .PREPARED BY: ....::, 0.-·. "' ~\\ .. 1.----------------------r-?~ ',,• ' I ROOFING SHEATHING STIFFENERS PURLINS BEAMS INSULATION SUSPENDED CEILING SPRINKLERS MECHANICAL Ml SC.- -ROOF LOADS: = '3.,6, , PSF = t,t;:. = \ • c) • Ir 6 = 2,0 = t, 0 = \1/::, = It 5, = l, 0 = • t:'.:2 Z. LL = 2.o p~r L ZooSl \C:>,O fS=if" L L ,::. \ G::, -f. S, ,f= L L. -=--l '2-t~ r. . COVER = SHEATHING = JOISTS = BEAMS = 5/8 GYP, = M"I SC. LL = Tt L,,,,,·e-:: 1 "2. ,o r~-r _ t;; \ ~" )(. F L ~ ~ . ( , ~ . . -. . . Z)(. ~ (2_ I~ R, \ "::> . --- -"2 rO· '2 f s-- { $" 0 f i;; F, : '.D L l G:i , 0 f &f= ~ L L. 3>+.,o f~r =-TL * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA, CA. JOB 1\10. p FOR USE BY Architecture & Plannig 45 LB/FT 45 LB/tT 2.5 FT 12.0 FT BEAM DESCRIPTION: MANSARD FRAMING < LOW ROOF OVERALL BEAM LENGTH (FEET) ..••.•• 14.5 DISTANCE TO LEFT SUPPORT CFT) .••. 2.5 DISTANCE 10 RIGHT SUPPORT CFT) .•• 14.5 (DISTANCE MEASURED FROM LEFT END) LO{~DINGS LOAD DESCRIPTION~ TOTAL LOAD UNIFORM LOAD ON LEFT CANTILEVER CPLF> •...•.•• 45 UN I FORM L.OP,J.} ON CENTER :3P1~1N ( PLF) . . . . . . . . . . . . 45 POINT LOAD ON TIP OF LEFT CANTILEVER (LBS) ... 500 LOAD CALCULATIONS LEFT f.3UPPDF:T n I GHT SUPPDFrr -·- 99a POUI\IDS. :!. ~:i4 POUNDS. MAXIMUM MOMENTS AND SHEARS: DESCRIPTIDN LEFT SIDE OF LEFT SUPPORT RISHT SIDE OF LEFT SUPPORT . LEFT SIDE OF RIGHT SUPPORT RIGHT SIDE OF RIGHT SUPPOAT CE:NTr.-:F~ SP{~N hT MOl''IE::i\lT ( ' 'FF> -.1.1 ::s~1 :1. --:I.'! :3;91 0 0 .... ·).s--.d. '·1--0 ... .::, -154 0 n ·3 ELAST1C MODULUS (MEGA PSI) ....... 1.6 ALLOWABLE BENDING STRESS .(PSI) ..• 1450 ALLOWABLE HORIZ. SHEAR <PSI) ..... 95 ALLOWABLE OVERSTRESS (½) ••••••••• 0 \ MAXIMUM ALLOWABLE STRESS (PSI) •.• 1450 MAXIMUM ALLOWABLE SHEAR <PSI> •• ~. 95 SECTION PROPERTIES FOR A 1~5 X 7.5 BCNDING STF(ESS (PSI) .•..••.. 78 DEFLECTION!-3 BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS? THE ACCURAtY OF THE CENTER BEAM MAXIMUM DEFLECTION POSlTION IS PLUS OR-MINUS 0.36 FEET. MAXIMUM DEFLECTIONS~ TIP·OF LEFT CANTILEVER CENTEJ:::: SPP1N DEFL. ( I NCHE:.S) o. 17 -0.05 POSIT. <FT) o.oo DEFLECT ION Ft;CTOf: :::-.: _ CENTJ:::F-: SPf1iN / MAX I MUM DEFLECT I ON:::::-2891. 17 '\ * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA, CA. ,JOB NO. V FOR USE BY Archite~tu~e & Planni9 45 LB/FT 45 LB/FT 2.5 FT 16.0 FT BEAM DESCRIPTION: MANSARD FRAMING ( HIGH ROOF) OVERALL BEAM LENGTH (FEET> •..••.. 18.5 DISTANCE TO LEFT SUPPORT <FT) •••• 2.5 DISTANCE TO RIGHT SUPPORT (FT> ..• 18.5 <DISTANCE MEASURED FROM LEFT END> L..OP,DING:3 LOAD DESCRIPTION~ TOTAL LOAD UNIFORM LOAD ON LEFT CANTILEVER CPLF> .....•.. 45 UN I r=m~:M L[l(.':,D ON CENTEr: SP(~1N ( PLF) ..... " " " " " . ". 45 POINT LOAD ON TIP OF LEFT CANTILEVER (LBS) .•• 500 LOAD CALCULATIONS I._E:::FT f3LJPPOF(T == F~ I (.'::iHT :3UPPOF;T ·- j ,., C::-l") • 'j t . .J .... ..1-:, POUNDS . POUND\3. MP,X I MUM l'1!0l"'lENTS i:il\lD SHEARS:: SHEP1R ( :J:!:) LEFT SIDE OF LEFT SUPPORT RIGHT SIDE OF LEFT SUPPORT LEFT SIDE OF RIGHT SUPPORT RIGHT SIDE OF RIGHT SUPPORT 9.93 FEET FROM LEFT SUPPORT -1 IJ 3 1:Y J. .. _ :t 'l ~::<:;, j_ 0 0 4.47 ··"·:273 0 0 5 " \ ... _) M~TEPTAI ~POPER"l"'l·E·~ --1:.;! .... F'--.: . . :··· ' -\ . . .. ;;;J ' . EL{~ST JC MQDI.J!..US ( MEGA PS I ) • • n • n • n :l n 6 ALLOWABLE BENDING STRESS (PSI) ••• 1450 ALLOWABLE HORIZ. SHEAR (PSI) .•... 95 ALLOWABLE OVERSTRESS (%) .......... 0 MAXIMUM ALLOWABLE STRESS (PSI> .... 1450 MAXIMUM ALLOWABLE SHEAR <PSI) ..... 95 SECTION PROPERTIES FOR A 1.5 X 9 .. 5 ~ BENDING STRESS <PSI>.~....... 740 SHEAR STRESS <PSI)......... 61 DEFLECTIONS BASED ON NO. OF MATRIX POINTS USED IN THE REAL MbMENT APPROXIMAT~ONS, THE ACCURACY OF THE CENTER B~AM MAXIMUM DEFLECTION POSITION IS PLUS .OR MINUS 0.46 FEET. MAXIMUM DEFLECTIONS: DEFL. ( I NCHEB) TIP 0~ LEFT CANTILEVER 0.02 CENTER SPAN 0.17 F·OSIT. (FT) o.oo 11.99 DEFLECTION FACTOR -CENTER SPAN/ MAXIMUM DEFLECTION= 1140.88 ,:· r;:.,l;NBNEEAI. PBO,ECI · 101 .8. COOtl88 RD. .· 8UTI! 8 NAPA, CA. 14881 PHOte-128-6410 · FfJ(: 128-6477 .. 71 r p-. [. .. ·•. -u I \,.l ltfliI NO, .· 7 Report No. PFC-4325 TABLE NO. 1-ALLCWMBLE DESIGN ~ROPERTIES FOR SSI JOISTS WITH SSI Ft ~RADE FLANGE81.u-..(COntl~uecl) NOif,' NOif, CMMLL IIIIPlfflM IIIIPlfflM OVIIWL . IIIPlfflM IIIPlfflM Dlfflt -·-HM •• ,: Dlfflt _,. -NM • ,: aac•11011 .... , ,...u..) ,i.-lJIL) ,_,. (• 111) (X 111) aac••• ..-1 ,..-1.N., cPL-1.N.) (Lill.) (x 1111 (X 111) SSl434R · 9112 7,115 7,827 973 429 5.83 SSl445R 9112 8,104 . 8,914 . 1,194 483 9.68 3 by 4 flanges 10 7,710 8,481 1,037 491 6.04 4 by 4 flanaes 10 8,8P 9,772 1,276 559 9.66 '!a-inchOSB t)l/2 9,516 10,,468 1,230 706 6.72 112-inch OSB 111/2 11,290 12,419 1,526 826 10.03 Mb 12 10,124 11,136 1,294 786 6.96 web 12 . 12,109 13,320 1,610 927 10.24 14 12,577 13,835 1,551 1,155 7.96 14 ·15,4-43 16,987 1,947 1,398 11.27 16 15;054 16,559 1,807 1,601 9.00 16 18,845 20,730 2,286 1,972 12.-48 18 17,547 19,302 2,061 2,125 10.07 18 22,291 24,520 2,623 2,654 13.78 20 20,051 22,056 2,314 2,729 11.14 20 25,768 28,345 2,960 3,446 15.13 22 22,563 24,819 2,565 3,415 12.22 22 29,268 32,195 3,294 4,350 16.52 24 • 25,081 27,589 2,814 4,185 13.31 24 32,784 36,062 3,627 5,370 17.92 26 27,604 30,364 3,061 5;042 14.41 26 36,313 39,944 3,958 6,507 19.34 28 30,130 33,143 3,100 5,986 15.50 28 39~852 43,837 4,100 7,765 20.76 30 32,659 35,925 3,100 7;021 16.60 30 43,399 47,739 4,100 9,145 22.20 SSJ435R 91/2 7,082 7,790 1,297 430 7.67 SSl446R 9112 8,063 8,869 1,496 -481 11.79 31,y 4 flanaes 10 7,672 8,439 1,382 492 7.95 4by4flan,es 10 8,836 . 9f720· 1,599 557 11.80 1/J-inchOSB l1'/2 9,464 10,410 1,637 709 8.85 5/a-inch OSB 11'12 11,215 12,337 1,909 824 12.31 Mb 12 10,068 11,075 1,722 790 9.17 web. 12 12,024 13,226 2,014 925 12.57 14 12,502 ' 13,752 2,061 1,164 10.50 J.4 15,318 16,850 2,433 1,395 13.88 16 14,959 16,455 2,397 1,618 11.88 ® 16 18,678 20,546 2,851 1,972 15.39 18 17,432 19,175 '2,730 2,153 13.29 18 22,082 24,290 3,269 2,658 17.01 20 19,916 21,908 3,061 2,772 i-4.72 20 25,515 28,067 3,683 3,457 18.69 22 22,408 24,649 3,389 3,479 16.15 22 28,970 31,867 4,095 4,372 20.41 24 24,906 27,397 3,714. 4;275 17.59 24 32,441 35,685 4,308 5,'406 22.15· 26 27,408 30,149 4,036 5,163 19.04 26 35,924 39,516 4,651 6~3 23.91 28 29,913 32,904 4,100 6,147 20.49 28 39,417 -43,359 _5,050 7,846 25.68 30 32,422 35,664 4,100 7,228 21.94 30 42,918 47,210 · 5,100 9,258 27.46 ss1·436R 91/2 6,997 1,691 . l,624 427 9.42 S5l323 91/J 4,328 4,761 . 150 275 2.59 3t;y4flanaq 10 1,511 8,335 1,729 490 9.11 2 by 3 flanges 10 4,633 5,096 794 310 2.71 '!a-incb OSB ll'/2 9,337 10,171 2,045 106 10.90 3/1 inch PW wet lll/2 5,552 6,107 928 430 3.07 Mb 12 9,930 10,923 2,150 788 11.30 12 5,860 . 6,446 973 475 3.19 14 12,320 ·13,552 2,568 1,164 12.95 14 7,095 7,804 1,150 611 3.68 16 14,732 16,205 2;982 1,621 14.66 16 8,335 9,i68 1,326 918 4.18 18 17,160 18,876 3,392 2,162 16.41 18 9,519 10,537 1,501 1,197 4.69 20 19,597 21,557 3,-751 2,792 11.11 20 10,826 11,909 1,675 1,517 5.19 22 22;043 24.~47 ·4,200 3,513 19.95 22 12,074 13,281 1,848 1,878 5.69 24 24,494 26,943 4,399 4,3~ 21.74 24 13,324 14,656 2,019 2,281 6.19 26 26,949 29,644 4,728 5,241 23.53 26 14,575 16,032 2,189 2,727 6.70 28 29,408 32,349 5.~ 6,255 25.33 30 31;869 35,056 5,100 7,374 27.13 SSJ444R 91'2 .8,li8 8,930 895 -483 7.43 SSl324 91/2 4,274 4,701 -1,079 275 3.68 4 by 4 ft111ges 10 8,902 9,792 956 559 7.39 2 by 3 flan,es 10 4,574 5,031 1,143 311 3.85 3/a-inchOSB 11112 11,320 12,452 1,145 125 7.64 1/2-inchPW ll'h 5,478 6,~ 1,333 -434 4.36 web 12 12,142 13,356 1,208 926 7.79 web 12 5,781 6,359 1,396 479 4.54 14 15,494 17,043 1,463 1,393 8.56 14 6,996 7,696 1,648 686 5.24 16 18,913 20,804 1,720 1,963 9.47 16 8,216 9,031 1,896 ~33 5.95 18 22,378 24,616 1,976 2,637 10.45 \. 18 , 9,-439 10,383 2,142 1,223 6.66 20 25,875 28,463 2,231 3,417 11.46 20 10,665" IJ,.732 2,386 1,555 7.37 22 29;394 32,333 2,486 -4,305 12.50 '. 22 11,893 13,082 2,627 1,933 8.08 24 32,930 36,223 2,7-40 5,303 13.56 24 13,122 14,434 2,866 2,357 8.79 26' 36,479 40,127 2,993 6,414 14.63 26 14,352 15,787 3,100 2,829 9.50 28 -40,038 44,042 3,100 7,639 15.71 28 15,582 17,1-40 3,100 3,350 .10.21 30 43;605 47,996 3,100 8,759 16.79 30 16,814 18,495 3,100 3,922 10.92 • I \_, (Conlin11tdJ ~; C Pag~ '-e of-9\ ~ • --! Report No. PFc-4325"' '1 TAILE N0.1-ALLOMILE DUIGN PROPERTIES FOR 891 JOISTS WITH ISi Fl GRADE FLANGES•oU-(Conllnuld) . ~-.... .... O¥IIIALL MNfflM ..-mM CMMU. llll'lfflM ..-mM IIIPTN --HM • C IIIPTN -_, IHUII • C Dl'ICIWIIDII ..., . tpl..U.., ~ .fLN,J ., .... , .... ....... ..., tpl..U.., ~ ......, C• 1111 , . ., SSl323R 91/2 4,050. 4,4.5.5 717 246 2.47 SSl4i4R 91h .5,744 .6,318 1,032 3.50 3.61 2 by 3 flanges 10 4,349 4,784 762 280 2.58 2by4flanges 10 6,170 6,787 1,096 39i 3.77 'II-inch PW I 1'/2 5,2.51 5,776 896 393 2.94 1/2-inchPW ll'h 7,455 8,201 1,289 560 4.29 web 12 5,554 6,109 941 436 3.06 web 11 ' 7,885 8,674 1,353 620 4.47 14 6,767 7,444 1,118 628 3.55 14 9,614 10,575 1,609 895 5.18 16 7,987 8,786 1,295 858 4.05 16 11,351 11,486 1,862 1,224 5.90 18 9,210 10,131 1,470 1,126 4.55 18 13,093 14,"°2 2,144 1,608 6.62 : . 20 10,435 11,479 1,643 1,434 5.05 20 14,839 16,323 2,364 2,049 7.35 22 il,662 12,828 1,816 1,782 5.55 22 16,588 18,247 1,612 2,548 8.07 24 11,891 14,180 1,987 1,172 6.05 24 18,339 20,173 1,858 3,107 8.79 16 14,111 15,533 1,1.51 1,603 6.55 16 20,091 .22,100 3,100 3,727 9.52 28 11-,844 14,028 3,100 4,410 10.24 30 23,598 2.5,958 3,100 5,157 10.96 SSJ324R 91h . 4,0.50 "4,455 1,031 2.50 3.55 . SSl425R 91h .5,744 6,318 1,361 3.53 4.76 2 by 3 flanges 10 .·4,349 4,784 1,09.5 284 3.72 2 by 4 flan,es 10 6,170 .6,787 1,446 401 4.98 lh-inchP\\'. 11''2 5,2.51 5,776 1,286 401 4.23 511-inchPW 11 1h 7,455 8,201 1,699 566 5.66 web 12 5,554 6,109 1,349 445 4.41 web 12 7,885 8,674 1,783 627 5.89 14 6,767 7,444 1,601 644 5.11 14 9,614 10,575 . 2,118 907 6.82 16 7,987 ·8,786 1,8.50 884 5.82 16 11,351 11,486 2,449 1,244 7.77 18 9,210 10;131 2,096 1,165 6.53 ; 18 13,093 14,402 2,777 1,638 8.71 20 i0,435 11,479 ;,340 1,490 7.24 20 14,839 16,323 3,102 2,092 9.66 22 il,662 12,828 2,582 1,859 7.95 22 16,588 18,247 3,42.5 2,607 10.60 .. 24 12,891 14,180 2,821 2,274 8.66 24 18,339 20,173 3,745 3,186 . IJ.55 26 14,121 15,533 3,058 .2,737 9.37 26 20,091 22,100 4,062 3,830 12.49 28 · 15,352 16,887 3,100 3,149 JO.OIi 28 21,844 . 24,028 4;100 4,541 13.43 30 16,583 . 18,241 3,100 3,811 10.78 · 30 23,598 2.5,958. 4,100 5,321 14.37 S5132-'R 91h 4,0.50 4,455 1,360 2.53 4.68 SSl434R 911z 7,082 7,790 961 424 3'.93 2 by 3 flanges 10 4,349 4,784 -1,444 281 4.90 3 by 4 flan,es 10 7,672 8,439 1,031 486 4.07 'II-inch PW Jllh 5,2.51 5,776 1,693 407 5.57 1h-inchPW HIiz 9,464 10,410 1,223 696 4.52 web 12 5,554 6,109 1,776 452 5.80 web 12 10,068 11,075 1,288 775 4.68 14 6,767 7,444 2,104 656 6.12 14. 12,502 13,752 1,545 1,136 5.34 16 7,987 8,786 2,428 903 ;.64 .• 16 · 14,959 16,455 1,801 1,570 6.03 18 9,210 10,131 2,748 1,195 8.57 II 17,432 19,175 2,056 2,078 6.74 20 10,435 11,479 3,065 1,532 9.49 20 19,916 21,9')8 ·2.~10 2,661 7.45 22 11,662 12,818 3,371 l,9i8 10.41 22 22,408 .24,649 2,563 3,323 8.17 24· 12,891 14,180 -3,687 2,353 11.34 24 . 24,906 17,397 1,814 4,061 8.89 26 14,121 15,533 3,994 2,840 12.26 26 27,408 30,149 3,065 4,882 9.61 18· 15,352 16,887 4,100 3,380 13.18 28 29,913 31,904 3,100 5,783 10.34 30 16,583 · 18,241 4,100 3,975 14.10 30 32,422 35,664 3,100 6,767 11.06 SSl423R 9112 5~744 6,318 717 . J.46 1 • .50 SSl435R 91/J 7,082 7,790. 1,176 426 5.16 2by40uges 10 6,170 6,787 762 393 2.62 3by4flan&a 10 7,672 8,439 1,361 488 5.34 'le-inch PW Jll/1 7,455 8,201 897 552 1.98 'II-inch PW 11'/2 9,464 10,410 1,614 700 5.94 web 12 7,885 8,674 942 611 3.10 web 12 10,068 11,075 1,698 780 6.15 14 9,614 IQ,575 1,122 879 3.60 14 12,.502 13,752 2,036 ·1.145 7.02 16 11;351 12,486 1,300 1,198 4.10 "®. 16 14,959 16,455 2,371 1,585 7.93 18 13,093 14,402 1,478 1,569 4.60 18 17,432 19,175 2,705 2,101 8.86 20 14,839 16,323 1,655 1,994 · 5.11 20 19.~16 21,908 3,308 2,696 9.19 22 16,588 18,247 1,831 2,472 5.62 ' ' 22 22,408 24,649 3,368 3,371 10.73 24 18,339 20,173 2,006 3,005 ·6.13. .. 24. 24;906 27;397 3;~ 4,128 11.67 26 20,091 22,100 2,180 3,594 · 6.64 26 -27,408 30,149 4,021 4,969 12.62 28 29,913 32,904 4,100 5,89fi 13.56 30 32,422 35,664 4,100 6,910 14.51 (Contin11tdJ _..:;-· '"'!'~----,--....:.___-:--------~-~----,r-----=-·- ,'c ~ E,P,·aGt,EEAS PRO,ECT ltfft NO, 'IOI .8. COOMB8 RD. 8UTE B NAPA, CA. MSS8 PHONE: 228-8470 FAX: 221-6477 .. . .?-I . ·f'-2 I .~ .2e,0~1, \ q ,_'=:,' '¥:-R: ~ .. 1c> \"-M \IJ..~ = tq.i '•, . {O. ,, US"E. ~'::> \ 43S R x 24· -. \t ~ a..llo"'-l ~ '2 ~ ,q ~ o-\\o~ .:::. ~,7 k-. \ ' . <r::-::::===--r------------r----~ ~ E.P,._ENCIN;EAS PRQ,ECT ·- 101 8. C00MB8 ltFfT NO, . . RD. 8UTE B NAPA, CA. 84SS8 PHON!: 228-5470 F~ 228-1477 , P-!) 14-.. 1::>' f< :.. '?:> • Ci2 'v::- P-4 •. i . . t\ u~e.· c;,s, 4~&; f<-:,c_ 2011 lj . \k:.. IV\ a.,00 0~:: (C\~°t . 'R Jj_C)'.V -:. ~· '3 k... \JS,£. SSa\ 4:>lo· ~~ 2411 l A (\ ~ . \t. \""'\ ~',V :24,~ 1<·~w =~.Go\<- • J • E,P. ENGN:ERS PROJECT 101 8. C00MB8 RD. 8UTE B NAPA, CA. 14881 PH0te 228-6470 FAX: 211-1477 r--12:> ~ ~-Co ; r c,vJ__,:_ ____ ":, ~o..,, ~ ¼°' t ._,~.1N~...-.,.w;:~C~~r14."(<~~~,..;'?1?~l~~~~ • .. ltlFfT NO, ' . ····-·-----~ . ,.,·E,P,INQt&RS ,5 101 .8. COOtlB8 AD. SUTl!I· NAPA, CA. 14811 PHONE: 128-8470 FAX: 218-8477 .. ~H--2. . ~H LINE.@. 1~~.lr- ·~ . • Sbl. II 902 1 27rS 1 ltE&I NO, -~ r?~~~~o . . ~Gz· · /,I I Wo1,.. 9o.:z.· ~ Wit. 4o' ~K-3 13 .. * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * JOB NO. COPYRIGHT 1982 BY DISCO-TECH~ SANTA ROSA, CA. FOR USE EiY Architecture & Planni9 90:2 LB/FT :27.5 FT "BEAM DESCRIPTION: MAIN ROOF BEAMS BM-1 OVERALL BEAM LENGTH (~EET>.~ ..... 27.5 DI ST ?:1NCE TO LEF.T SUPPORT (FT) .. . . . 0 DISTANCE TO RIGHT SUPPORT (FT) ..• 27.5 (DISTANCE MEASURED FROM LEFT END> L.Of.-HJ I NGS LOAD DESCRIPTION~ TOTAL LOAD UNIFORM LOAD ON C~NTER SPAN (PLF> ......••.... 902 F{EACT I DN/3 r. LEFT $UPPOF:T = r-~: :1: GHT SUPPOFrr :::: 12 '! 40::::; POUNDS. l 2 (I -40::: POUNDS. MAXIMUM MOMENTS AND SHEARS: DEElCPIPTIDN () LEFT SIDE OF LEFT SUPPORT RIGHT SIDE OF LEFT SUPPORT LEFT SIDE OF RIGHT SUPPORT RIGHT SIDE OF RIGHT SUPPORT MOMf:;::NT ( '#) 0 0 :I; 2, 40::'S -:I. ::;-~ '! 4 0 ::::: () 13.75 FEET FROM LEFT SUPPORT Mf-;~ "[.!;£~.TA!-P!~OPERT I ES • CJ 1-T'[(~ ·1~onu11 u0 (MrGA 1;;".l-... r-,~ , , .. , l -,_ -...) L-::. r-=,s I ) II " " If • " " L6 ALLOWABLE BENDING STRESS (PSI) ... 2400 ALLOWABLE HORIZ. SHEAR (PSI) ....• 165 ALLOWABLE OVERSTRESS (%) ••• : ••••• 25 M/.~ :.~ ..... . SHEAR STRESS <PSI) .....•.. 1,J 7t)5 98 BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS, THE ACCURACY OF THE CENTER BEAM MAXIMUM DEFLECTION POSITION IS PLUS OR MINUS O FEET. MAXIMUM DEFLECTIONS~ DEFL. ( INCHES) CENTER SPAN 0.93 POSIT. <FT) :J.3u75 DEFLECTION FACTOR= CENTER SPAN/ MBXIMUM DEFLECTION~ 353.02 * BEAM DESIGN ANO ANALYSIS PROGRAM N0.1 * COPYRIGHT 1981 BY JOB NO. BEP1M GEOMETl::::Y DISCO-TECH, SANTA ROSA, CA. FOl=i: USE BY Architecture & Plannig 5t>2 LB/FT 27.5' FT BEAM DESCRIPTION: MAIN ROOF BEAMS BM-1 OVERALL BEAM LENGTH <FEET> ••...•. 27.5 DISTANCE.TO LEFT SUPPORT (FT) ••.• 0 DISTANCE TO RIGHT SUPPORT (FT) ••• 27.5 <DISTANCE MEASURED FROM LEFT END> L.OP1DINGS LOAD DESCRlPTIONn DEAD LOAD ONLY UNIFORM LOAD ON CENTER SPAN (PLF> ..•......... 562 LOAD CALCULATIONS i:;:E1,:iCT I 0Nf3 n Li:.FT SUPPORT F;; I GHT BUPPOPT .... 7 ,_, 728 POUNDS •. 7,728 POUNDS. MAXIMUM MOMENTS AND SHEARS: DE~3CF: I PT I ON 1..,.IDMENT ( ' 11') LEFT :::; I Di::: OF LEFT SUPPOFff 0 •.) RIGHT SIDE OF LEFT SUPPORT 0 7., 7:2:f:1 LEFT SIDE OF RIGHT SUPPORT 0 RIGHT SI DE OF RIGHT SUPPOf·=n 0 (i CENTEP f3PP,I\I P1T 13.75 FEET FROM LEFT SUPPORT -53?127 (i MAYE8fAL PROPERTIES ' . .. , .... "•'"'"I" IC ""'IO'~'JI LJC ( "'IF.-R" F-·f~.i-'.f. )' '' ..... '' •• i~._}'.. .. l..,i:J . J" ~\.Jl .... w \ , .. ::. l;.tf .. l .. .. .. AL..LDW-\BLE BEND I NG STi=-.:ESS ( P~H ) .••• P,LL..OvJAElLE Hm~: I z. SHEf-iR (PSI) ••••• L6 2400 165 ALLOWABLE OVERSTRESS (%) •••.•.••• 25 MAXIMUM ALLOWABLE STRESS (PSI) ••• 3000 MAXIMUM ALLOWABLE SHEAR <PSI> .••. 206.25 SECTION PROPERTIES FOR A 6.75 X 24: BENDING STf~ESS (PSI) .•••..•• SHEAR STRESS CPSI> ..•..••. 1,, 06;3 61 DEFLECTIONS. BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS, THE ACCURACY OF THE CENTER BEAM MAXIMUM DEFLECTION POSITION IS PLU$ OR MINUS O FEET. MAXIMUM DEFLECT~0NS: CENTER f:3PAN DEFL · CI NC HES> 0.58 POE\ IT. (FT) :L3.75 DEFLECTION FACTOR= CENTER SPAN/ MAXIMUM DEFLECTION~ 566.60 \1 ' '-' . ' ,:· COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA, CA. FOF< USE :BY . Architecture & Plannig JOB NO. 518 LB/FT :I. 7 .. 0 FT BEAM DESCRIPTION: MAIN ROOF BEAMS BM-2 OVERALL BEAM L~NGTH (FEET) ........ 22 D H:H {.:\f',JCE TO LEFT SUPPOl::;;T (FT) . • • . 0 DI STtiNCE TO RIGHT f3UPPORT (FT)·.. .. • 17 <DISTANCE MEASURED FROM LEFT END> LOAD DESCRIPTION~ TOTAL LOAD p V UNIFORM LOAD ON CENTER SPAN <PL~l .............. 518 UNIFORM COAD ON RIGHT CANTILEVER <PLF) ......... 518 POINT LOAD ON TIP OF RIBHT CANTILEVER (LBS> ... 12403 DISTANCE FROM LEFT END '1 r•."i 1:::-r··, ., •• ,: .. 11 .:J ... 1 LOAD CALCULATIONS P(Er1CT IONS~ LOf~D IN POUNDS .. 6 '! ~50() .. 00 LEFT. SUPPOPT RIGHT SUPPOF~T -· 2; 1: :1.6 PDUI\IDS. :2:8 \I 26~$ POUNDS. MAXIMUM MOMENTS AND SHEARS~ DEf-}C'P I F"T I ON LEFT SIDE OF LEFT SUPPORT RIGHT SIDE OF LEFT SUPPORT !'-'IOMEl\!T ( 'i*) () 0 l8 p 518 LB/FTl 5.0 FT (i CENTER SPt'.:\N f.~ T • f.~8 FEET FROM LEFT SUPPORT . . .... MATERIAL PROPERTIE~ ELASTIC MODULUS <MEGA P9I) •....•• 1.6 ALLOWABLE BENDING STRESS (PSI) ••• 2400 ALLOWABLE HORIZ. SHEAR (PSI) •.... 165 ALLOWABLE OVERSTRESS t%) ••• ~ •• , •• 25 MAXIMUM ALLOWABLE SYRESS (PSI) ... 3000 MAXIMUM ALLOWABLE SHEAR (PSI) •••. 206.25 SECTION PROPERTI~S FOR A 6.75 X 24 BENDING STRESS <PSI> •.••••.• SHEAR STRESS (PSI) .....•.. DEFLECTIONS :l, 37() :!.29 BASED ON NO. OF MATRIX POINTS USED IN THE REAL.. MOMENT (4PPROX I Mf.H IONS, THE 1;:iCCUF-:PiCY OF THE CENT~R BEAM MAXIMUM DEFLECTION POSITION IS PLUS OR MINUS. 0.55 FEET. MAXIMUM DEFLECTIONS~ DEFL. < INCHES) CENTER SPAN -0.04 TIP OF RIGHT CANTILEVER 0.20 POSIT. <FT) :l2.74 22n ()() 0 DEFLECTION FACTOR= CENTER SPAN/ MAXIMUM DEFLECTION=-505:l.68 · ('1 • ,. . * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT 1982 BY DISCO~TECH, SANTA ROSA, CA. FOR USE BY Architecture & Planni9 J'OB NO. ~538 LB/FT 17.0 FT BEAM DESCRIPTION~ MAIN ROOF BEAMS BM-2 OVERALL BEAM LENGTH <FEET) ....... 22 DISTANCE TO LEFT SUPPORT (FT) .... 0 DISTANCE TO RIGHT SUPPORT (FT) •.. 17 (DISTANCE MEASURED FROM LEFT END) LOADINGf3 LOAD DESCRIPTION~ DEAD LOAD ONLY r .. .; UNIFORM LOAD ON CENTER SPAN CPLF) ...•.•••.... 338 U!\IIFDRM UJP1D ON l~H.3HT CANTILEVEP (PI...F) ••••••• :~:.38 POINT LOAD ON TIP OF RIGHT CANTILEVER C~BS> .• 7728 PO I I\JT L.OP,I)S ~ DISTANCE FROM LEFT END i~:211 5<) LOAD CALCULATIONS LOhD IN POUND'.3. F-:EP,CT IONS~ L.EF:·T f3UF'PDRT :I. •i 275 FOUNDS. l 7 '.! ~.::;~? l:> f=1C]tJl'-II)~:1 It MAXIMUM MOMENTS AND SHEARS: ni:::·;::-,r:p T PTT nN \/ 5.0 FT ~RIGHT SIDE OF LEFT SUPPORT LEFT li<I: DE OF F< I GHT SUPPORT F: J, GI-ff· ElI DE.._ OF RI ·GHT SUPPORT CENJEF, SP'P1N tff ? 3.17 FEET FROM LEFT SUPPORT MATERIAL PROPERTIES (_) ·-42, 865 ··-42, El65 E::1_P1S'T IC 1v1(]DUL .. US ( 1\1E:GA F='S I ) " • n • ,. • IJ :t u 6 ALLOWABLE BENDING ST~ESS <PSI) ..• 2400 ALLOWABLE HORIZ. SHEAR (PSI) ..... 165 ALLOWABLE OVERSTRESS (%) •••••..•• 25 MAXIMUM ALLOWABLE STRESS (PSI) ... 3000 MAXIMUM ALLOWABLE SHEAR <PSI) .•.. 206.25 SECTION PROPERTIES FOR A 6.75 X 24 BENDING STRESS (PSI)~··••••• 857 SHEAR STRESS <PSI)........ 81 DEFLECT I ems BASED ON ND. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS~ THE ACCURACY OF .THE CENTER BEAM MAXlMUM"DEFLECTION POSITION IS PLUS OR MINUS 0.55 FEET. MAXIMUM DEFLECTIONS: J.' '....:: / .';) -7?958 9,4l8 0 DEFL. ( INCHES) POSIT.. <FT) CENTEF: GPAN TI F' (JF n I GHT CPiN"t I LEVE-!=:: -(). ()3 o. l :3 J,2u :23 22u ()(), DEFLECTION FACTOR= CENTER SPAN/ MAXIMUM DEFLECTION=-7018.46 'Z \ ' . * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA~ CA. FOR USE BY Architecture & Planni9 JOB NO. EiEr~M GEOMEJ}3.Y 90'.:2 LB/FT 902 LB/_FT 10.0 FT 40.0 FT BEAM DESCRIPTION: MAIN ROOF BEAMS BM-3 OVERALL BEAM LENGTH <FEET> ....... 50 DISTANCE TO LEFT SUPPORT (FT) ...• 10 DI STANCE TC:.! fl I GHT SUPPOF:T (FT> . .. . 50 (DISTANCE MEASURED FROM LEFT END> LOAD DESCRIPTION; TOTAL LOAD p v· UNIFORM LOAD ON LEFT CANTILEVER <PLF) ........ 902 UNIFORM LOAD ON CENTER SPAN CPLF> .. ~ .......... 902 POINT LOAD ON TIP OF LEFT CANTILEVER (LBS} ... 12403 PO I NT. LOADS:: DISTANCE FROM LEFT END I...OAD I hi PDUNDS. :36 n ()() LOAD CALCULATIONS PI GHT f-;UPPDF:T - 4~i .. , 994 POUNDf3 .. :L 8, 089 PDUNDf:3. MAXIMUM MOMENTS AND SHEARS: DEE3CF: I F'T :i: Dl'i LEFT SIDE OF LEFT SUF~ORT RIGHT SIDE OF-LEFT SUPPORT -1\::itf~, .1~3() .,. .. :f.(b~?IJ :t::S() Sl-·lE1~R ( :M:) -21 ~ 42:_;:, :·,~~ 4 ~t ~5 ·71 .... -IO ~ .. .,_Ci(:'; CENTEF.: SP,,7:JN AT 26.-00 FEET FROM LEFT SUPPORT .. -1(S4,, 847 l, 1 l.9 TO " MATEijIAL PROPERTIES EU-7:iSTJ.C MODULUS (MEGA PSI) . • . • • • • l. 6 ALLOWABLE BENDING STRESS (PSI> ••• 2400 ALLOWABLE HORIZ. SHEAR (PSI) •.••• 165 ALLOWABL~ OVERSTRESS (%) ••••••••• 2~ MAXIMUM ALLOWABLE STRESS <PSI) •.• 3000 MAXIMUM ALLOWABLE SHEAR <PSI> •••• 206.25 SECTION PROPERTIES FOF:: r~ 6 .. 75 X 2B. 5 BENDING STRESS <PSI) ••.••... SHEAR STRESS (PSI> •..••... DE:FLECTIDNS 2iJ i~,:15 175 BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS, THE ACCURACY OF THE CENTER BEAM MAXIMUM DEFLECTION POSITION IS PLUS OR MINUS 1.25 FEET. M{; XI MUM DEFLECT I DNS: DEFL. C INCHEt~) TIP OF LEFT CANTILEVER -0.ll CENTER SPAN 1.78 POSIT. <FT) 0.00 · 3,2u -~+9 DEFLECTION FACTOR= CENTER SPAN/ MAXIMUM DEFLECTION= 270.32 ..... 5, 46:1. ~ -,:\; ~. ' . ~-~; __ ,.s '~ --~ ~-:~ ,. ~ ~~ * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * . COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA, CA. FOR USE BY Architecture & Planni9 ,JOB NO. p 'v 5c:>:2 I....B/FT. 562 LB/FT 10.0 FT 40 .. 0 FT BEAM DESCRIPTION~ MAIN ROOF BEAMS BM-3 OVERALL BEAM LENGTH (FEET) .......... 50 DISTANCE TO LEFT SUPPORT (FT) ..•• 10 DISTANCE TO RIGHT SUPPORT (FT> •.. 50 (DISTANCE MEASURED FROM LEFT END) LOAD DESCRIPTION: DEAD LOAD ONLY UNIFORM LOAD ON LEFT CANTILEVER <PLF) •..•.••. UNIFORM LOAD ON CENTER SPAN CPLF) .••.•..••.•• POINT LOAD ON TIP OF LEFT CANTILEVER CLBS) •.• PD I NT · LOPrDS: p -,-,,::10 I I .s-\..J DISTANCE FROM LEFT END 36.00 LOP,D IN POUNDS. . . LOAD CALCUI ATIONS F: I GHT f:JUPPtJRT -- :·2 f:'~ 7 L~ 4 :::: r,:, 0 lJ I\~ D ~=> " :I. 0 i• B?:2 POUNDl:3. MAXIMUM MOMENTS AND SHEARS: DES CF: I PT I ON LEFT SID~ OF LEFT SUPPO~T RIGHT SIDE OF LEFT SUPPORT 1 ~FT SJD~ nF RTR~T SUPPORT MOMENT ( '4t) -· 1 ()!5 •.t :~T,8() -l ()~1 ~! :3:t3() (') 81-IEf.~P ( 4:j:) j_ ).5 !I ()'~;15 ·-·I 0 .. RT'.' CENTEl::;: SF'f:~,N h T 26.-00 FEET FROM LEFT SUPPORT ..... 9i.., ') 13.3 483 TO ... . ., . MATERJAL PROPERTIES . ' ELASTIC MODULUS (MEGA PSI) ....... 1.6 ALLOWABLE.BENDING STRESS (PSil .•. 2400 ALLOWABLE HORIZ. SHEAR (PSI> ..... 165 ALLOWABLE OVERSTRESS (%) ••••••••• 25 MAXIMUM ALLOWABLE STRESS (PSI> ... 3000 MAXIMUM ALLOWABLE SHEAR (PSI> •••• 206.25 SECTION PGOPERTIES FOR A 6.75 X 28.5 BENDING STRESS (PSI) ....... . f.3HEhR STRESS ( J=•S I ) n 11 u • u sr n H .DEFLECTIONS 1.,l 523 :1.07 BASED ON NO. OF MATRIX POINTS U?ED IN THE REAL MOMENT.APPROXIMATIONS, THE ACCURACY OF THE CENTER BEAM MAXIMUM DEFLECTION POSITION IS PLUS OR MINUS 1.25 FEET. MAXIMUM DEFLECTIONSg :OEFL. ( I NCHE'.3) TIP OF LEFT CANTILEVER -0.02 CENTER SPAN 1.05 POSIT. (FT) o.oo 3:211 LJ.t;_i DEFLECTION FACTOR~ CENTER SPAN/ MAXIMUM DEFLECTION= 458.75 --3.) 004 * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYF: I GHT 1982 BY _ DISCO-TECH, SANTA ROSA? CA. FOR USE BY Archi~~cture & Planni9 J'OB NO. BE{~M GEOMETF:Y "756 LB/~-=-T BEAM DESCRIPTION: B-4 OVERALL BEAM LENGTH (FEET) ....... 27 DISTANCE TO LEFT SUPPOF:T (FT> ••.. 0 DISTANCE TO RIGHT SUPPORT (Ft> ... 27 <DISTANCE MEASUF:ED FROM LEFT END> i .Or~DINGS LOAD DESCRIPTION~ TOTAL LOAD 27.0 FT UNIFORM LOAD ON CENTER SPAN (PLF) ••••..•..••• 756 LOAD CALCULATIONS F1Ef.~CT IONS: LEFT SUPPOFff == F: I GHT SUPPOFff - 10?206 POUNDS. 10,206 POUNDS. MAXIMUM MOMENTS AND SHEARS; DESCF: I PT I ON MOMENT ( -'#) LEFT SIDE OF LEFT SUPPORT 0 RIGHT SIDE OF LEFT SUPPORT 0 LEFT SIDE OF RIGHT SUPPOF:T 0 RIGHT SIDE OF RIGHT SUPPORT 0 CENTE:F{ ~3PP!N hT 13.50 FEET FROM LEFT SUPPORT -68,891 S1-!Ef.;R ( :I:r-) 0 :l.O~ :?06 -.1.0, 2 1)-'.S 0 0 MATER1AL PROPERTIE§ ' < ' . ' ELP1$TIC MOD'ULUS CMEGA PSI) .. "...... 1. 6 foLLcT!>JP,BLE BEND I NG STRESS ( PB I ) • • • 2400 ALLOWA?lE HORIZ .. SHEAR (PSI) ....• 16~ ALLOWABLE OVERSTRESS (%) ............ 25 MAXIMUM ALLOWABLE STR~SS CPSIJ ... 3000 MAXIMUM ALLOWABLE SHEAR (PSI) ••.. 206.25 SECTION PROPERTIES FOR A 6.75 X 21 : BENDING STRESS <PSI) •..••••• SHEAR STRESS (PSI) ....••.. DEFLECTIONS 1, 7Ts 94 BASED ON NO. ·oF MATRIX POlNTS USED IN THE REAL MOMENT APPROXIMATIONS~ THE ACCURACY OF. THE CENTER BEAM MAXIMUM DEFLECTION P0!:3ITION IS PLUS OR MINUS 0. FEEt. MAXIMUM DEFLECTIONS: CENTER SP;~N DEFL. ( INCHES) 1. 09 PbSIT. <FT) DEFLECT JON FPiCTOR = CENTER SPf.~N / MAX I.MUM DEFLECT I ON= 298. 14 * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT 1982 BY DISCO-TECH, SANTA R0SA1 CA. FOF( USE BY Architecture & Planni9 JOB NO. BEAM GEOMETl~Y 420 LB/FT BEAM DESCRIPTION~ 8-4 OVERALL BEAM LENGTH (FEET) ..••.•. 27 D!STANCE TO LEFT SUPPORT (FT) .... 0 DISTANCE TO RIGHT SUPPORT (FT) .•. 27 (DISTANCE MEASURED. FROM LEFT END> LOf...)DINm3 LDP1D DES CR I PT I ON: DEP1D LOPiD 27.0 FT UNIFORM LOAD ON CENTER SPAN <PLF) ••..•..•.... 420 LOAD CALCUI ATIONS F<EP1CT IONS:: LEFT SUPPf~)Fa .... RIGHT SUPPOFff -· 5, 6 70 POUNrn3. 5, 6 70 P0UND/3 .. MAXIMUM MOMENTS AND SHEARS: :Oi:.f:'iCF: I PT I ON LEFT SIDE OF LEFT SUPPORT RIGHT SIDE OF LEFT SUPPORT LEFT SIDE OF RIGHT SUPPORT R!GHT SIDE OF RIGHT SUPPORT Ci::.l\lTER SPh!\! AT MOMENT ( ·· 4t-.) (l 0 () 0 () 5~ t,/~() -5:s t,"?'() 0 1 :3. 50 FEET FFd:.1M LEFT SUF'i7.'0Fff 0 MATERIAL PROPERTIES ' . ELASTrc MODULUS (MEGA PSI) •.•.••. 1qLLm,1ABL.E ~BENDING STr.:;:Ess (PSI ) " " • ALEDWAB~E HORIZ. SHEAR (PSI) •••.• L6 2400 165 ,, 14L.L.m1JfiBL.E OVERSTF~ESS ( % ) • • • • • • • • • 25 MAXIMUM ALLOWABLE STRESS CPSI> ••• MAXIMUM ALLOWABLE SHEAR (PSI) ••.• 3000 2C)6n 25 SECT I ON PROPEF:T IES FOR A 6.75 X 21 : BENDING STRESS <PSI)........ 985 SHEAR STRESS <PSI)........ 52 DEFLECTIONS BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS, THE ACCURACY OF THE CENTER BEAM MAXIMUM DEFLECTION POSITION IS PL.US OR MINUS O FEET. MAXIMUM DEFLECTIONS: CENTER SPAN DEFL. ( INCHES) 0.60 POSIT. (FT) 13,, 5() DEFLECTION FACTOR -CENTER SPAN/ MAXIMUM DEFLECTION= 536.65 * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT 1982 BY DISCO-TECH, _SANTA ROSA, CA. FOR USE BY - Architecture &-Planni9 .JOB NO. BE(.~M GEOMETF~Y p I.J 'I 75(!°:> LB/FT 5.0 FT c:, f, V 756 LB/FT 28.0 FT BEAM DESCRIPTION~ MAIN ROOF BEAMS BM-5 OVERALL BEAM LENGTH (FEET> ...••.. 33 DISTANCE TO LEFT SUPPORT (FT) •••• 5 DISTANCE TD RIGHT SUPPO~T (FT> .•. 33 (DISTANCE MEASURED F~OM LEFT END> LOPrD I NGfJ LOP1D DESCF:IPTION~ TOTr-41... L01;D UNIFORM LOAD ON LEFT CANTILEVER <PLF> ...•.... 756 UNIFORM LOAD ON CENTER SPAN tPLF) •••...•...•. POINT LOAD ON TIP OF LEFT CANTILEVER (LBS> ..• PCJ I i\iT L.Or-:i:Of3 ~ DISTANCE FROM LEFT END :1.7.(H) LOAD CALCULATIONS F:Ei;CT I !JNS: UJf.:)I) I l\l POUNDS. /7 1,1 tJ~5() ir ()()' Ll:~~FT SUPPOF(T F: I C·3HT 13UFPOF:T - :3 :!. , 090 POUNDE3. :I. l \I 694 F'OUI--U)S. MAXIMUM MOMENTS AND SHEARS; LEFT SIDE OF LEFT SUPPORT F:: I i:JHT ~3 I DE OF U:::f=·T SUPPOF(l" i 1::·r:T :,:; T n1:-:-ni::-PT r-H--IT f'.ll JFPnF?T -:~(), .f.f.;::3() .... , 6 () !' .~:1. t:l () Cl "''tJ:!!' I I ,.le:, .. _ l 3 ,., s1st:J :!. 7 ~ 104 --j_ 1 .. (:19,:'.]. CENTEF< f.-3P(.)N (.;T 12,:53 FEET FROM LEFT SUPPORT -90,443 •. . MATERIAL F'ROPEF:TIES ELASTIC MODULUS (MEGA PSI) .•••..• 1.6 ALLOWABLE BENDING STRESS CPSI> ••• 2400 ALLOWABLE HORIZ. SHEAR (PSI> •.•.• 165 ALLOWABLE OVERSTRESS (%) ••••••••• 25 MAXIMUM ALLOWABLE STRESS (PSI> ••. 3000 MAXIMUM ALLOWABLE SHEAR <PSI) •••• 206.25 SECTION PROPERTIES FOR A 6.75 X 24 J BENDING STRESS CPSI> .•.••••• SHEAR STRESS (PSI> ....••.. DE Fl ECT I DI\IS 1? 809 144 BP,f3ED ON NO. OF MP,TRIX POINTS USED -IN' THE REAL MOMENT APPROXIMATIONSF THE ACCURACY OF THE CENTER BEAM MAXIMUM DEFLECTION POSITION IS ~LUS OR MINUS 0.82 FEET. MAXIMUM DEFLECTIONS: DEFL. CINCHES) TIP OF LE~T CANTILEVER -0.28 c';ENTER :3PP,N 0.90 F'Ot3IT. CFT) o.oo 19.80 0 DEFLECTION FACTOR= CENTER SPAN/ MAXIMUM DEFLECTION= 372.03 3> I , ' , * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT 1982 BY DISCO·-·TECH, i3i-1NTP1 ROSA,1 CA. FOR USE BY Architmcture & Plannig .JOB NO. BEt-'ii'-1 f":.lEOMETRY p p 420 LB/FT 420 LB/FT 5.0 FT 28.0 FT BEAM DESCRIPTION~ MAIN ROOF BEAMS BM-5 OVERALL BEAM LENGTH <FEET> .•••••• 33 DISTANCE TD LEFT SUPPORT <FT) •..• 5 DISTANCE TO RIGHT SUPPORT (FT> •.• 33 (DISTANCE MEASURED FROM LEFT END> 1...0ADINGB LOAD Dl::!3CF: I PT I ON:: DEAD LOP1D ONLY UNIFORM LOAD ON LEFT CANTILEVER CPLF) •••..••• 420 UN I FORM LOAD ON CENTEF< SP{;N ( PL.F) . . • . . • • . • • . . -420 POINT LOAD ON TIP OF LEFT CANTILEVER <LBS) ... 5670 PCJ I NT UJP,DS :: DISTANCE FROM LEFT END 17.00 LOAD CALCUI ATIDNS F:Ef'.~CT ICJNS :: LOAD IN POUNDS. 4,050.00 LEFT SUPPORT ::::: n I GHT SUPPDfn ..... J.7~:1.64 POUNDS. 6,41.!:i POUNDS. MAXIMUM MOMENTS AND SHEAF:S~ DESCF: I F::,T I DN LEFT SIDE OF LEFT SUPPORT RIGHT SIDE OF LEFT SUPPORT LEFT SIDE OF RIGHT SUPPORT MOME=~NT ( ·· 'FF) -:3~:;, •.t f.j()() ..... :3:~:;i J, (S()() 0 SHEAn (:14:) 9 ~I :3 1=.:->4 -·(~i" .!.'). l (~j Cl:::NTEF{ SPP,N AT 12:72 FEET FROM LEFT SUPPORT ELA!:-3TIC MODULUS (MEG,~ PSI)........ 1. 6 ALLOWABLE BENDING STRESS CPSI) .... 2406 ALLOWABLE HORIZ. SHEAR (PSI) ••••• 165 ALLOWABLE OVERSTRESS (%) ........... 25 MAXIMUM ALLOWABLE STRESS (PSI> ••• 3000 MAXIMUM ALLOWABLE SHEAR (PSI> .••• 206.25 SECTION PROPERTIES FOR A 6 .. 75 X 24 BENDING STRESS (PSI)......... 980 Sl···IEPiR STf-'<ESS (PSI ) • . . . .. . . .. 79 DEFLECTIONS BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS, THE ACCURAC7 OF THE CENTER BEAM MAXIMUM DEFLECTION POSITION IS PLUS OR MINUS 0.82 FEET. MAXIMUM DEFLECTIONS: bEFL. ( I I\ICHES) TIP OF LEFT CANTILEVER -0.15 CENTER SPAN 0 .. 49 POSIT.. (FT> 0. (H) 19" 8() 0 DEFLECTION FACtOR = CENTER SPAN/ MAXIMUM DEFLECTION= 685.43 • • > * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA, CA. FOR USE BY Architecture & Planni9 30B NO. p V 756 LB/FT BEAM DESCRIPTIONn MAIN ROOF BEAMS BM-6 OVERALL BEAM LENGTH (FEET) •••••.• 41 DISTANCE TO LEFT SUPPORT <FT) .... 0 DISTf°.:iNct TO RIGHT SUPPOFff (FT) .... 35 (DISTANCE MEASU~~D FROM LEFT END) LOP,DING\3 LOAD DESCRIPTION~ TOTAL LOAD UNIFORM LOAD ON CENTE~ SPAN CPLF) •........•.. 756 UNIFORM LOAD ON RIGHT CANTILEVE~ (PLF) .•••.•• 756 · POINT LOAD ON TIP OF RIGHT CANTILEVER <LBS) .. 10206 PO I NT LDADS :; DISTANCE FROM LEFT END 16.00 L.OP,D IN POUNDS. LOAD CALCULATIONS REP,CT I 0Nt1: LEFT SUPPOl::;:T F: I GHT SUPPOFff ·- 15, Z:54 POUNDS. :::3 ., ~598 PDUNDS. MAXIMUM MOMENTS AND SHEARS: DEf::lCR I PT I ON LEFT SIDE OF LEFT SUPPORT RIGHT SIDE OF LEFT SUPPORT LFFT StOE nF RJ8HT SUPPORT MOMENT ( .. =l=r 1 () 0 "-74 .. 844 S;l .. ·lEhF: ( =tt:) () :l. 5 !t :~~:3t:J. -·-j_ {-=3 « 8!5f.:: p I' \/ 6.0 FT CENTER SPP1N ,0iT 16:00 FEET FROM LEFT SUPPORT -146,970 MP,TEF:tI ~)L. PRO PERT I ES ELASTIC MODULUS (MEGA PSI) ......... :L .. 6 ALLOWABLE BENDING STRESS (PSI> .... 2400 ALLOWABLE HORIZ. SHEAR (PSI) ..... 165 ALLOWABLE OVERSTRESS (%) ............ 25 MAXIMUM ALLOWABLE STRESS (PSI> •.. 3000 MAXIMUM ALLOWABLE 9HEAR (PSI) .... 206.25 SECTION PROPERTIES V ,., 27 ~ BENDING STRESS CPSI) ......... . SHEAR STRESS (PSI) ........ . DEFLECTIONS :1.4:f. BASED ON NO. OF MATRIX POINTS USED IN tHE REAL MOMENT APP~OXIMATIONS, THE ACCURACY OF THE CENTER BEAM MAXIMUM DEFLECTION POSITION IS PLUS OR MINUS :f..02 ~~ET. MAXIMUM DEFLECTIONS: DEFL. C INCHES) CENTER SPAN 1.55 TIP OF RIGHT CANTILEVER -0.52 :3, 138 TO POSIT. <FT) 16 .. 41 41.00 DEFLECTION FACTO~= CENTER SPAN/ MAXIMUM DEFLECTION= 270.66 --4, 492 ' ' ' .. * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA, CA. FOR USE BY Archit•cture & Planni9 JOB NO. :BEhM GEDMET!::::Y p 420 LB/FT 35.0 FT BEAM DESCRIPT10N~ MAIN ROOF BEAMS BM-6 OVERALL BEAM LENGTH (FEET) ....... 41 DISThNCE TO LEFT SUPPORT <FT> .•.• 0 DISTANCE TO RIGHT SUPPORT (FT) ... 35 <DISTANCE MEASURED FROM LEFT END> L.Clf.\:O I NGS LOAD DESCRIPTION~ DEAD LOAD ONLY UNIFORM LOAD ON CENTER SPAN CPLF) ...••.....•. 420 UNIFOR~LOAD ON RIGHT CANTILEVER CPLF) ••..••• 420 POINT LOAD ON TIP OF RIGHT CANTILEVER <LBSJ .• 5670 i=·o I NT LO(.'.:d)S: DI 13T P,NCE FF:OM LEFT END :U:i. 00 i DAD CALCULATIONS LOP,D IN POUNDS. 4,050.00 1:;:E{K:T IONS~ L.E:.1:·T SUPPCf~:T \3 IJ :::;,.1:i :i. f='[l!_Jl\f DS" i:::: I GHT SIJPPOFff ··-:I. f,l ,1 57c;, POUNI:)(3. MAXIMUM MOMENTS AND SHEARS~ DE13CR I PT I Cll\l LEFT SIDE OF LEFT SUPPORT RIGHT SIDE OF LEFT SUPPORT I 1::·1:::·-r r; T ;")F nF ;::;• T 1-:.;!--IT :.::il lPPnr.,··r MOMENT ( '=I*) (l 0 Si-·IEP,F: ( ~'F) 0 420 LB/FT 6.0 FT 16.00 FEET ~ROM LEFT SUPPORT ., "MATERIAL PROPERTIES ELASTIC MODULUS (MEGA PSI) ••..... 1.6 ALLOWABLE BENDING STRESS (PSI>.~-2400 A! ... I....CfrJPd:3L.E HOR I Z. S!·-IE1:":.1R (PSI) .. . . . . j_ 65 ALLOWABLE OVERSTRESS (%) •.••••••• 25 MAXIMUM ALLOWABLE STRESS (PSI> .•. 3000 MAXIMUM ALLOWABLE SHEAR (PSI) .•.. 20&.25 SECTION PROPERTIES FOR A 6.75 X 27:) lJEFL..ECT IONS 1 ? ~,28 :l 78 BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS, THE ACCURACY DF THE CENTER BEAM MAXIMUM DEFLECTION POSITION IS PLUS OR MINUS 1.02 FEET. . ·-\ MAX!MUM DEFL~CTIONS~ DEFL. ( INCHES) CENTER SPAN 0~85 TIF· rn=-FUGHT C(.ihlTILE\iEF: ··-0. 28 :t ~ 641 TCJ P.DSIT. (FT) 16 .. 41 41 .. 00 DEFLECT I Ohl FP!CTOR :::: CENTER SPhN / M(.~XIML)M DEFLECTION= 496. 59 ·····~:::,, .f.}.()9 ' ... "' . ·/ l. ,E.P. ENGINEERS PROJ:CT , 101f S. COOMBS RD. SllTE B NAPA, CA. 84858 PHOte 228-5470 FAX: 228-5477 .,___ ______ _ : a,' 4-S~ ¼ '8 33· Yt 1-~' B>H -\ \ =-· ~IO -¥-/1 w t>L.- ~4:::, ~-1 . lJ.JTt- e:,' ; ,Zc.,,l . ' ~o ';2) BM-e 4St;, 11 wt::> l- ~i~ /1 WTt- "2.~ \ ,BN·-to < * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * . ' COPYRIGHT 1982 BY . DISCO-TECH, SANTA ROSA, CA. JOB 1\10. BEf.411 GEOMETRY ' ., FOF: USE EN r~rc:hitect1,.rr2 81. i=·1anni9 p 945 LB/FT ~~:-2. 0 FT BEAM DESCRfPTION;;. MAIN ROOF BEAMS BM-7 OVERALL BEAM LENGTH (FEET) ...•. ~. 32 DISTANCE TO LEFT SUPPORT CFT) ..•• 0 DISTANCE TO RIGHT SUPPORT (FT) ••• 32 <DISTANCE MEASURED FROM LEFT·END) I .... Or:-HJINGS U:JAD DEi::lCR I PT I ON:: TD"l"{iL LO(:,D UN I FDF?M LOAD ON CENTER SPAN ( PLF) • • • • • • • .• • • • • 945 PO I NT Lrn:10s;;. DISTANCE FROM LEFT END 16, (i(l LOAD CALCULATIONS LOr~D IN POUNDS. 7? 6'.:'50. 00 LEFT SUFPOl:;:T F:: I Gl·-rr SUPPOFff ·- l {-3 =J ,7:3~5 :tE:, (7,35 POUNDB. POUNDS. MAXIMUM MOMENTS AND SHEARS: DE:3CR I PT I 01\1 LEFT SIDE or LEFT SUPPORT RIGHT SIDE OF LEFT SUPPORT LEFT SIDE OF RIGHT SUPPORT RIGHT SIDE OF RIGHT SUPPORT c::::·1'-ITEF{ SF'Pil\l AT MOMENT ( '*r-1 (i (i (l (l 0 0 " .. ~/.tTEP :r. ,~L. Pl~OPERT I E'Ei_ • ELASfIC MODULUS (MEGA PSI).; ..... ALLOWABLE BENDING STRESS <PSI> ••• "ALLOWABLE HORIZ. SHEAR (PSI) ...•• 1.6 2400 165 ALLOWABLE OVERSTRESS (%) ••••••••• 25 MAXIMUM ALLOWABLE STRESS <PSI) ..• 3000 MAXIMUM ALLOWABLE SHEAR <PSI) ••.• 206~25 SECTION ~ROPERTIES FOR A 6.75 X 27: BENDING STRESS (P!:3I) •••••••• 2,_,914 :).38 SHEAR STRESS (PSI) ....... . DEFLECTIONS BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS, THE ACCURACY 0~ fHE CENTER BEAM MAXIMUM DEFLECTION POSITION IS PLUS OR MINUS O PEET~ MAXIMUM DEFLECTIONS: DEFL.. ( INCHES) l. 77 POSIT. (FT) 16.00 DEFLECT I ON FACTOF: -CENTER SPf'4N ./ MAX I MUM DEFLECT I ON:::: 2 :!. 6. 7 4 .,. * B~AM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA, CA. FOF: USE I3Y Architecture & Plannie -.JOB NO. 1=· V <S10 LB/FT BEAM DESCRIPTION~ MAIN ROOF BEAMS BM-7 OVERALL BEAM LENGTH (FEET> ••..•.. 32 DISTANCE TO LEFT SUPPORT (FT> •••• 0 DISTANCE TO RIGHT SUPPORT <FT) •.• 32 (DISTANCE MEASURED FROM LEFT END> L.OhDINGS LOAD DESCRIPTION~ DEAD.LOAD ONLY UNIFORM LOAD ON CENTER SPAN (PLF) .... , ...•... 610 PO I NT LOc:.':iDS: DISTANCE FROM LEFT END 16.00 LOAD CALCULATIONS Fifa'..)CT IONS:: I .... Or-1D IN POUNDS. 4\1 044. 00 LEFT SUPPORT RIGHT SUPPC.lFiT ::::: 11,782 POUNDS. :I. 1 ~ 78'..2 POUNDB. MAXIMUM MOMENTS AND SHEARS~ LEFT SIDE OF LEFT SUPPORT RIGHT SIDE OF LEFT SUPPORT LEFT SIDE OF RIGHT SUPPORT RIGHT SIDE OF RIGHT SUPPORT () 0 ··1 \ ... 0 SHEAF: Ut-) 0 --1 t '·' '7f:l2 0 41 " . .J:.... ,.,. .. /el(.ffE[.::: I AL PROPl::'.Fff I ES ELASTIC MODULUS (MEGA PSI) ••••••. ALLOWABLE BENDING STRESS (PSI> ••• ALLOWABLE HORIZ. SHEAR tPSI) ••••• 1.6 2400 16~5 ALLOWABLE OVERSTRESS (%) ••••••••• 25 MAXIMUM ALLOWABLE StRESS (PSI> ... 3000 MAXIMUM A~LOWABLE SHEAR (PSI> •••• 206~25 SECTION PROP~RTIES FOR A 6.75 X 27 ~ BEND I NG STF~:ESE3 ( Pf.; I ) •••••••• ~31-IE::OAI::;~ as·rr~r:::t3S ( F·S I ) , " n u ,. " • n DEFLECTIONS 1.! 768 86 BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS, THE ACCURACY OF THE CENTER BEAM MAXIMUM DEFLECTION. POSITION IS PLUS OR MINUS· 0 FEET. MAXIMUM DEFLECTIONS3 'DEFL. ( I NC HES) CENTER SPAN 1.08 POSIT. (FT) 16.00 DEFI...ECTIDN F{~CTOR = CENTEP SPAN / M{-1'.XIMLJl"I DEFLECTIOl'-J:::: ::::;54. 02 .. * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA, CA. FOF~ USE BY Architecture & Planni9 .JOB l\iO .. BEPd . .,I GEOMETPY c:;, I 945 LB/FT . 26.0 FT BEAM DESCRIPTION: MAIN ROOF BEAMS BM-8 OVERALL BEAM LENGTH (FEET> ....... 26 DISTANCE TO LEFT SUPPORT (FT) •••• 0 DI S'l" 1-11\ICE TO RIGHT SUPPOPT ( FT) • • • 26 <DISTANCE MEASURED FROM LEFT END> LOPlDING!3 LOAD DESCRIPTION: TOTAL LOAD UN I FORM LOAD ON CENTER SP(-)N C PLF) • • .. • • • • • • • • • 945 POINT LOP1DS: DISTANCE FROM LEFT ~ND 12.00 LOP1D IN POUNDS. LOAD CALCULATIONS F:EhCT I ClNS :: LEFT SUPPOF:T i:::; I GHT SUPPrn=a .... .1. 4, 463 POUNDS. :I. 4 'I :I.~ 1 POUl'-.!DS. MAXIMUM MOMENTS AND SHEARS: DESCPIPTI!JN LEFT SIDE OF LEFT SUPPORT RIGHT SIDE OF LE~T SUPPORT LEFT SIDE OF RIGHT SUPPORT RIGHT SIDE Of RIGHt SUPPORT CFi'-ITEF? SF'i:'.":il\J {.)T MOMENT ( '#) 0 0 (l 0 0 :1.4, .. 4:1:i:2:- ·-j_4,; :l.!:,;J 0 ~ ~4TERIAL PROPERTIES . . ELASTIC MODULUS (MEG~ PSI> ....... 1.6 ALLOWABLE BENDING STRESS CPSI) •.. 2400 ALLOWABLE H0RIZ. SHEAR (PSI) ••... 165 ALLOWABLE OVERSTRESS (%) ••••••••• 25 MAXIMUM ALLOWABLE STRESS (PSI> ..• 3000 . MAXIMUM ALLOWABLE SHEAR (PSI> .••. 206.25 SECTION PROPERTIES "2.C., ~'2,l\ FOF: 1!.) 6. 75 X .2«!r ~ · BENDING STRESS <PSI> .....•.• SHEAR STRESS (PSI) ....... . DEFLECTIONS 2,110 116 BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS? THE ACCURACY OF .THE CE~TER BEAM MAXIMUM DEFLECTION POSITION IS PLUS OR MINUS 0.65 FEET. MAXIMUM DEFLECTIONS: · DEFL. < INCHES) CENTER SPAN 0.99 POSIT. (FT) 12.99 DEFLECTION FACTOR -CENTER SPAN/ MAXIMUM DEFLECTION= 316.18 <- * BEA~ DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRtGHT 1982 BY DISCO-TECH, SANTA ROSA, CA. SOB NO. BEAM GEOMETRY FOR USE BY Archit~cture & Planni9 F' V 610 LB/FT 26.0 FT BEAM DESCRIPTION: MAIN ROOF BEAMS BM-8 OVERALL BEAM LENGTH (FEET) •.•.•.• 26 DISTANCE TO LEFT SUPPORT <FT) ...• 0 DISTANCE TO RiGHT SUPPORT CFT) ... 26 (DISTANCE MEASURED FROM LEFT END> LOADINGS LOAD DESCRIPTION~ DEAD LOAD ONLY UNIFORM LOAD ON CENTER SPAN CPLF) ••..••. ; .••. 610 PO I NT L.O~;ns :: DISTANCE FROM L~FT END 1 :::: lJ ()() LOAD CALCULATIONS 1::.:EP1CT IONS~ l ... OAD IN POUNDS H 4,044.00 LEFT SUPPDl::::T = 1::.: I GHT SUPPOl~T - 1.0,J 108 POUl'·-.IDS. 9 'I 796 POUNDS. MAXIMUM MOMENTS AND SHEARS: .DESCF: I PT I ON LEFT SIDE OF LEFT SWPPORT RIGHT :3 I DE OF u:::FT !:;;UPPOF:"r LEFT SIDE OF RIGHT SUPPORT RIGHT SIDE OF RIGHT SUPPORT MOMENT ( '*l:) 0 () o' (l 0 :1.0:, :I. 08 _ i.:;., :1 ~;_7 <;} 6 0 < " . . .. ,, ., ~~TERIAL PR0P~RTIES ELASfIC MODULUS <MEGA PSI) ...... . ALLOWABLE BENDING STRESS (PSI> ••. ALLOWABLE HORIZ. SHEAR (PSI) .•.•. :I. .6 2400 :l.65 ALLOWABLE OVERSTRESS (%) •••••••.• 25 MAXIMUM ALLOWABLE STRESS (PSI) ... 3000 SECTION PROPERTIES . I l\ .-1-nr:, r, ,: -,,::; X !'J° ~ i...,ii\ !-f 1:Jn /\-" ~r u BENDING STRESS <PSI) ..•.•.• ~ 1,1547 82 SHEP1R, STRESS ( F18 :r ) IJ u u a fl " II u Dl::FLECTIONS BAS~D ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS, THE ACCURACY OF THE CENTER BEAM MAXIMUM DEFLECTION POSITION IS PLUS OR MINUS 0.65 FEET.· MAXIMUM DEFLECTIONS~ DEFL. ( INCHES) o. 71 PC]SIT.. <FT) 12.99 DEFLECTION FACTOR CENTER SPAN/ MAXIMUM DEFLECTION= 439.8:1. •. * BEAM DESIGN AND ANALYSIS PRdGRAM N0.1 * COPYRIGHT 1982 BY DISCO-TECH 1 SANTA ROSA, CA. FOi::;: USE BY Architecture & Planni9 J'OB l\lO. BE0-1M GEOMETRY l,/ 945 LB/FT 8.0 FT 30.0 FT BEAM.DESCRIPTION~ MAIN ROOF BEAMS BM-9 OVERALL BEAM LENGTH (FEET) .•••.•• 44 DISTANCE TO LEFT SUPPORT CFT> •.•. 8 DISTANCE TO RIGHT SUPPORT (FT> .•. 38 (DISTANCE MEASURED FROM LEFT END> LOAbit:-IG§. LOAD DESCRIPTION~ TOTAL LOAD UNIFORM LOAD ON LEFT CANTILEVER CPLF> •..•.•.. 945 UNIFORM LOAD ON CENTER SPAN CPLF) .•..•....... 945 UNIFORM LOAD ON RIGHT CANTILEVER CPLF) •••••.• 945 POINT LOAD ON TIP OF LEFT CANTILEVER <LBS> ... 18935 POINT LOAD ON TIP OF RIGHT CANTILEVER <LBS) .. 14151 LOAD CALCULATIONS F~E(.~1CT IONS~ LEFT SUPPORT = F:; I GHT '.:3UPPOFT ···· 43 ~ T~::o POUNDS. ::.1 ~ 336 POUNDl3. MAXIMUM MOMENTS AND SHEARS: :f)f:::f.:)C~f~~ I r-=1·r I Oi\! LEFT SIDE OF LEFT SUPPORT RIGHT SIDE OF LEFT SUPPORT LEFT SIDE OF RIGHT SUPPORT 1:::, 'I' r:.!LJ"I" (:~ T ',7',C:-nr.:· r.~, 'f r::;1-17" Si jlJ.•Pf7PT MOMEN"i ( ·· #) -:f Bt? 720 .. --:1, Ell ;I 720 ... ,:t():l.'!91.6 ...... , (')'i "" q·;,,l-, SHEi'.,)F: ( #) ..... 2cJ.,_, ,i;1. 9 5 l <S !I ~:::~::,5 .,_l :I .. , 5:l.5 ·1~r.;r .. !:=:~? ·1 '-17. ') 945 LB/FT 6.0 FT 17.81 FEET FROM LEFT SUPPORT t • ~ATERiAL ~ROPERTIES ELASTIC MODULUS (MEGA PSI) .•..... ALLOWABLE BENDING STRESS (PSI> ... ALLOWABLE HORIZ. SHEAR CPSI) .•••. L6 2400 l65 ALLOWABLE OVERSTRESS (%) .•••••••• 25 MAXIMUM ALLOWABLE STRESS <PSI> ..• 3000 MAXIMUM ALLOWABLE SHEAR (PSI) •••• 206.25 SECTION PROPERTIES FOR A 6.75 X 28.5 BENDING STRESS CPBI) •••••••• SHEAR STRESS (PSI) .•.•.•.. DEFLECTIONS 2,627 189 BASED ON NO. 0~ MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS, THE ACCURACY OF THE CENTER B_EAM MAXIMUl"·lf DEFLECTION POSITION IS PLUS OR MINUS 1-1 FEET. MAXIMUM DEFLECTIONS: DEFL.. ( INCHES) TIP OF LEFT CANTILEVER 1.14 CENTER SPAN -0.51 TIP OF RIGHT CANTILEVER ()H 53 POf3IT. (FT) o.oo 19 .. 84 44.00 0 DEFLECTION FACTOR= CENTER SPAN/ MAXIMUM DEFLECTION= -706.06 .. * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA,.CA. FOF; USE BY Architecture & Planni9 JOB NO. BEP1M GEOMETl::;:y 6:l.O LB/FT 610 LB/FT 8.0 FT BEAM DESCRIPTION: MAIM ROOF BEAMS BM-9 OVERALL BEAM LENGTH CFEE77 .••..•• 44 DISTANCE TO LEFT SUPPORT CFT> .... 8 DI ST PiNCE TO RIGHT SUPPOF:7.. ( FT) • • • :3g (DISTANCE M~ASURED FROM LEFT END> LOP1DINGS LOAD DESCRIPTION: DEAD LOAD ONLY UNIFORM LOAD ON LEFT CANTILEVER CPLF> .••.•.• , 610 UNIFORM LOAD ·oN CENTER SPAN (PLF) .....••.•..• 610 UNIFORM LOAD ON RIGHT CANTILEVER CPLF> ••.••.• 610 PO :r. NT LOt-'.-lD ON TIP OF LEFT CANT II .. .EVER (LBS) • • • :i. :I. 782 POINT LOAD ON TIP OF RIGHT CANTILEVER CLBS) .. 9796 ! OP1D CP1L..CUL.ATIONS 1::::EP1CTIONS~ L.EFT SUPPOF-:T F: J: GHT SUPF'IJRT' -2:t.? :1.::::;9 POUNDS. MAXIMUM MOMENTS AND SHEARS: DESCRIPTION LEFT SIDE OF LEFT SUPPORT RIGHT SIDE OF LEFT SUPPORT LEFT SIDE OF RIGHT SUPPORT RIGHT SIDE OF RIGHT SUPPOR~ ..... 1 :!. :~:: ? ·:;.:-· ·7 ,:S ..... :I. :t 3, 7~7 (~) -{:19 'J 75\'::1 '"'"t-J9 11 .. 75(~1 ···--:i.6~ t.>6:·,2 :l.0;6:1.7 -~? ',1 t.J~:33 t3i, -~l-5t.·> p \) 6:1.0 ·LB/FT 6.0 FT . ,:::J. '! •• ::,/ b u ,. 0~ MATER!AL PROPERTIES ELASTIC MODULUS (MEGA PSI) •...... :1..6 ALLOWABLE BENDING STRESS <PSI) .•. 2400 ALLOWABLE HORIZ. SHEAR (PSI) ..... :1.65 ALLOWABLE OVERSTRESS (%) ••••••••• 25 MAXIMUM ALLOWABLE STRESS <PSI> ... 3000 MAXIMUM ALLOWABLE SHEAR (PSI) .... 206.25 SECTION PROPERTIES FOR A 6.75 X 28.5: BENDING STRESS (PSI) ....... . SHE1'-)R l:1TRESS (PSI ) ..... ,. ,. .. DEFLECTIONS :L, (::i45 1 :1.9 BASED ON NO. OF .MATRIX POINTS USED IN THE ~EAL MOMENT APPROX~MATIONS, THE ACCURACY OF THE CENTER BEAM MAXIMUM DEFLECTION POSITION IS PLUS OR MINUS 1.1 FEET. MAXIMUM DEFLECTIONS: DEFL. ( I NCHE'.3) TIP OF LEFT CANTILEVER 0.72 CENTER SPAN -0.33 TIP OF RIGHT CANTILEVER 0.35 POSIT. (FT) 0.00 2():a 19 44.00 DEFLECTION FACTOR= CENTER SPAN/ MAXIMUM DEFLECTION=-1095.45 t. • * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA, CA. FOR USE BY Architecture & Planni9 JOB NO. BEi-1M GEOMETF:Y ___ ,, __ , ____________________ _ 833 ·.LB/FT BEAM DESCRIPTION: B-10 0\/ERr:=iLL BEP1M LENGTH (FEET) ..• ,. .•. ,. 28 DISTANCE TO LEFT SUPPORT <FT), ..• 0 DISTANCE TO RIGHT SUPPORT {FT> ... 28 <DISTANCE ME{4SUF:ED FROM LEFT END) COADINGS LOAD DESCRIPTION~ TOTAL LOAD 28 .. 0 FT UNIFORM LOAD ON CENTER SPAN CPLF> ............. 833 LOAD CALCULATIONS 1:::E(4CT IONS~ 1...EFT SUPPOF:T = F~ I GHT SUPPORT = i :I. ? 662 POUNDS. :L 1 t 6,S2 POUNDS. MAXIMUM MOMENTS AND SHEARS; DESCRIPTION MOMENT('#) LEFT SIDE OF LEFT SUPPORT 0 RIGHT SIDE OF LEFT SUPPORT 0 LEFT SIDE OF RIGHT SUPPORT 0 RIGHT SIDE OF RIGHT SUPPORT 0 CENTl:~F~ EP{~l\l P, T :L .1:f.,. 00 FEET FF'.01"1 1...EFT SUPPORT -8 :I. , 6~:-4 Sl··ll:?.i.)F: ( ~*) 0 :1.1, 662 "·· 1 l '! l:if..:,2 0 0 MATERIAL PROPERTIES ELPtST IC .. r1fODULUS ( MEGA PS I) . . . • • • . :l • 6 ALiowABLE BENDING STRESS (PSI) ..• 2400 ALLOWABLE HORIZ. SHEAR <PSI) ••..• :l65 ALLO~ABLE OVERSTRESS (%) ••••••••• MAXIMUM ALLOWABLE STRESS (PSI> •.. MAXIMUM ALLOWABLE SHEAR <PSI) ••.• SECTION PROPERTIES FOR A 6.75 X 21 ,-,,:::• -~~;J . 3000 2(>611 25 BENDING STRESS (PSI> .•••.... SHEAR STRESS (PSI>.· ..•.••• 2, :tOl :1.08 DEFLECTIONS BASED ON NO. OF MATRIX POINTS USED IN THE r-~E/-H.. MOMENT APP1::;:ox I MAT IONS~ THE ACCURACY OF THE CENTER BEAM MAXU1UM DEFLECTION POSITION IS PL.US OR MINUS O FEET. MAXIMUM DEFLECTIONS~ DEFL. ( INCHES) POSIT. (FT) 1.4. 00 DEFLECTION F'i~CTOF~ :::: CENTER SF'f~N / MAXIMUM DEFLECTION== 242. 61 ·lf BEAM DES I GN 1t'.1ND ANALYSIS Pl:;:QGF<AM NO. 1 ·ii· COPYRIGHT 1982 BY DI SCO--TECH, s·r-1NT f-1 RO Sr~, CA. FOR USE BY Architecture & Pl~nnis JOB NO. BEPiM GEOMETRY LJ.85 LB/FT BEAM DESCRIPTION~ B-10 OVERALL BEAM LENGTH <FEET) •.••••. 28 DISTANCE TO LEFT SUPPORT (FT) .•.. 0 DISTANCE TO RIGHT SUPPORT (FT> ... 28 (DISTANCE MEASURED FROM LEFT END) U]{::iDINGS LOAD DESCRIPTION: DEAD LOAD 28. 0 FT UNIFORM LOAD ON CENTER SPAN <PLF) •..••....... 485 LOAD CALCULATIONS F£i:::iCTIONS~ LEFT SUPPOFrr = Ii I (3HT SUPPOFH ·- 6,790 POUNDS. 6,790 POUNDS. MAXIMUM MOMENTS AND SHEARS~ DESCRIPTION MOMENT('#) LEFT SIDE OF LEFT SUPPORT 0 RIGHT SIDE OF LEFT SUPPORT 0 LEFT SIDE OF RIGHT SUPPORT 0 0 (S, 7<:tc) .. ,.,6., 7'':J() RIGHT SIDE OF RIGHT SUPPORT 0 0 CEi\lTEP EPPtl\f P1 T 14.00 FEET FROM LEFT SUPPORT -47,530 (; MATERiAL PROPERTIES ELASTIC MODULUS (MEGA PijI> •.•••.. 1.6 ~ ~~L0WABLE BENDING STRESS (PSI) ••• 2400 ALLOWABLE H0RIZ. SHEAR (PSI) ••.•. 165 AL.LOl~ABl'...E 0Vl::'.!::;;STF(ESS ( % ) ••••••. • • • :25 MAXIMUM ALLOWABLE STRESS (PSI) •.• 3000 MAXIMUM ALLOWABLE SHEAR (PSI> .••• 206.25 SECTION PROPERTIES FOR A 6.75 X 21 BENDING STRESS (PSf) .•...••. SHEAR STRESS <PaI> •••.•.•. 1,223 63 DEF! ECTI0NS BASED ON NO. OF MAT~IX POINTS USED IN THE R~AL MOMENT APPR0~IMATI0NS, THE ACCURACY OF THE CENTER BEAM MAXIMUM DEFLECTION POSITION IS PLUS OR MINUS 0 FEET. MAXIMUM DEFLECTIONS: CENTER SPAN DEFL. < INCHES) 0.81 POSIT. (FT) 14 .. 00 DEFLECTION FACTOR= CENTER SPAN/ MAXIMUM DEFLECTION= 416.69 f • * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * . COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA, CA. FDR USE BY Arc:17itec:ture 31. Plann:i.9 JOB NO. BEAM GEOMETF::'f 833 LB/FT BEAM DESCRIPTION: B-11 OVE~~~lL.L l:{Ef~~,..,-1 LEl\~(3TJ-f ( F,EJ;: .. r) " . ff " u • " 3:2 'DISTANCE TO LEFT SUPPORT (FT) .•.. 0 DISTANCE TD RIGHT SUPPORT (FT) •.. 26 (DISTANCE MEASURED FROM LEFT END) LOAD DESCRIPTIONr. TOTAL LOAD 26.0 FT UNIFORM LOAD ON CENTER SPAN (PLF) ..••••.•.•.. 833 UNIFORM LOAD ON RIGHT CANTILEVER <PLF) ....•.. 833 POINT LOAD ON TIP OF RIGHT CANTILEVER (LBS) .. 11662 LOAD CALCULATIONS F-:EhCTICJNSr. LEFT SUPPOl:::T = RIGHT SUPPORT= 7,56:l: POUNDS. :30, 757 POUNDS. MAXIMUM MOMENTS AND SHEARS; DE~sc1::: I PT I 01\1 l"lOMENT ( ':i*) 0 0 .. -8l:1, ,J 9t.:)<':J ..... f:3 L~ 'J r:; ,:S lJ Si···IEP1F: ( #) LEFT SIDE OF LEFT SUPPORT RIGHT SIDE OF LEFT SUPPORT LEFT SIDE OF RIGHT SUPPORT "RIGHT SIDE OF RIGHT SUPPORT () 7?561 ··-1. 4 'l i)<:?7 l 6 ~ cJ,-SC> (j :333 LB/FT 6.0 FT ' ' M~TE~IAL PROPERTIES ~ . ELAST!C MODULUS <MEGA PSI> ....... 1.6 r-)iLLOW1:.':1BLE BEND I NG !3TRESS <PSI ) . . . 2400 ALLOWABLE HORIZ. SHEAR CPSI) ..... 165 ALLOWABLE OVERSTRESS (%) •••.••••• 25 MAXIMUM ALLOWABLE STRESS (PSI) ••• 3000 MAXIMUM ALLOWABLE SHEAR CPSI> •••• 206.25 SECTION PROPERTIES FOF~ A 6n75 X BENDING STRESS (PSI) •....... 2? :L87 1.61. DEFLECTIONS BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS, THE ACCURACY OF THE CENTER BEAM MAXIMUM DEFLECTION POSITION IS PLUS OR MINUS 0.8 FEET. MAXIMUM DEFLECTIONS: CE!\ITE:J~ SP;!\i\l TIP OF RIGHT CANTILEVER DEFL. ( INCHES) o. :3:1. POSIL (FT) 9 .. 76 :::::2. ()(j DEFLECTION FACTOR= CENTER SPAN/ MAXIMUM DEFLECTION= 999.28 ( . /\' t ·. * BEAM DESIGN AND ANALYSIS PROGRAM N0.1 * COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA, CA. FOR USE BY Architectu~e & Planni9 JOB NO. 405 LB/FT BEAM DESCRIPTION: B-11 OVERALL BEAM LENGTH (FEET) .•..•.. 32 DISTANCE TO LEFT SUPPORT CFT> .•.• 0 DISTANCE TO RIGHT SUPPORT (FT) ••• 26 (DISTANCE MEASURED FROM LEF~ END) L0hDINGS LOAD DESCRIPTION~ DEAD LOAD 26.0 FT UNIFORM LOAD ON CENTER SPAN CPLF) •.•••.•..•.. 485 UNIFORM LOAD ON RIGHT CANTILEVER CPLF) .•..... 485 POINT LOAD ON TIP OF RIGHT CANTILEVER (LBS) •. 6790 LOAD CALCULATIONS RE(.KT IONS:: LEFT SUPPOFT RIGHT SUPP0Fn ·-· .<'.f. •i 402 POUNDS. l 7 -1 908 POUNDS. MAXIMUM MOMENTS AND SHEARS: LEFT SIDE OF LEFT SUPPORT RIGHT SIDE OF LEFT SUPPORT LEFT SIDE OF RIGHT SUPPORT r-~ I GHT ::; I DE OF 1:;; I GHT SUPPOF::-r MOMENT ( 't.J:) (i 0 -·49,;_470 --49~ 470 Ll-;,402 ···(3, 208 9~ -;Yi.)() Sl p '.J 485 LB/FT MATERIAL PROPERTIES ELASTit MODULUS (MEGA PSI) ••.•... 1.6 ALLOW~BLE BENDING STRESS (PSI) ... 2400 ALLOWABLE HORIZ. SHEAR <PSI) •..•. 165 ALLOWABLE OVERSTRESS (%) ••••••••• 25 MAXIMUM ALLOWABLE STRESS (PSI) ... 3000 MAXIMUM ALLOWABLE SHEAR <PSI> ••.• 206.25 SECTION PROeERTIES FOR ,:::i 6. 75 X .2-!'"' ~ i-4- BENDING STRESS (PSI) ... r••••• ( r.:·s I ) n II n ff II u II • DE::FLECT IONS 1, 2·73 94 BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS~ THE ACCURACY dF THE CENTER BEAM MAXIMUM DEFLECTION POSITION · rs PLUS OR MINUS 0.8 FEET. MAXIMUM DEFLECTIONS~ CENTER SPhN TIP OF RIGHT CANTILEVER DEFL. ( INCHES) 0.18 o .. 21 PUS IT. (FT> 9.76 :32" ()() DEFLECTION Fc:::iCT,DI::;: ·-CENTER SP,~~N / Mr-1XIMUM DEFLECTION== 17:l.6. 28 . ' ,i-BEPiM DESIGN AND ANALYSIS Pl::.:OGl:::Afvf NO .. 1 '* COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA, CA. FOR USE BY Arc:hitf?C:t!.lre ~,. F'lannig ,JOB. NO. BE(..:)M GEOMETF:Y 590 LB/FT 28.0 FT BEAM DESCRIPTIONu HIBH ROOF BM. SUPPORTING MANSARD OVERALL BEAM LENGTH <FEET) •..••.• 18 DISTANCE TO LEFT SUPPORT CFT> ..... 0 DISTANCE TO RIBHT SUPPORT (FT) ... 28 CbISTANCE MEASURED FROM LEFT END> LCJADINGf3 LOAD DESCRIPTIONn TOTAL LOAD UNIFORM LOAD ON CENTER SPAN CPLF) ............. 590 LOAD CALCULATIONS 1;:EACT IONS~ LEFT SUPPOF,;T RIGHT SUPPOF-:T - 8,260 POUNDS. 8~2SO POUNDS. MAXIMUM MOMENTS AND SHEARS: DESCRIPTION LEFT SIDE OF LEFT SUPPORT RIGHT SIDE OF LEFT SUPPORT LEFT SIDE OF RIGHT SUPPORT RIGHT SIDE OF RIGHT SUPPORT Cl:::J,i TC F: SP h l'· .. I ~Yr 14.00 FEET FROM LEFT SUPPORT MOMENT ( ··*I=) (i 0 0 :3 f} :;;~l:~1() -·81J 26() () MAJijRIAL PROPERTIES . . ELASTIC ~6DULUS (MEGA .PSI) •..•..• 1.6 (.!iL.Lm\1{-\BLE BENr.> I NG STRE!3S CPS :r) • • • 2400 AL.LOW~BLE HORIZ. SHEAR (PSI) ...•. 165 ALLOWABLE OVERSTRESS (%) ••••••••. 25 MAXIMUM ALLOWABLE STRESS (PSI) •.. 3000 MAXIMUM ALLOWABLE SHEAR (PSI> .•.• 206.25 SECTION PROPERTIES FOR A 5.125 X 21 BENDING STRESS (PSI> ••.••••• SHEAR STRESS (PSI> ..•...•. DEFLECTIONS 1,960 1.01 BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS, THE ACCURACY OF THE CEl\]TEF: BEAM MPi XI MUM DEFLECT I ON POSIT I ON · IS PLUS OR MINUS O FEET. MAXIMUM DEFLECTIONS: DEFL. ( INCHES) CENTER SPAN 1.29 POSIT. (FT) 14.00 DEFLECTION FACTOR= CENTER SPAN/ MAXIMUM DEFLECTION= 260.07 ., * BEAM DESIGN AMD ANALYSIS PROGRAM N0.1 * ·' COPYRIGHT 1982 BY DISCO-TECH, SANTA ROSA, CA. FOR USE BY ~ircll i tee tl.tre g,. P 1 ann ig 30B NO .. BEP1M GEOMETff'{ :.384 LB/FT 28.0 FT BEAM DESCRIPTION~ HIGH ~OOF BM .. SUPPORTING MANSARD OVERALL BEAM LENGTH <FEET) ........ 28 DISTANCE TO LEFT SUPPORT <FT) .... 0 DISTANCE TO RIGHT SUPPORT (FT) .•. 28 (DISTANCE MEASURED FROM LEFT END> LOAD DESCRIPTION~ DEAD LOAD UN I FOF~:M LO?m ON CENTEP SPAN ( PL.F) •• ,, • • • • • • • • • 384 LOAD CALCULATIONS F~l:::P1CT I 0Nt3 ~ LEFT SUPPOF~;T RIGHT SUPPOFff = 5, :37 6 POUI\IDS. 5 7 37 (;:; POUNDS. MAXIMUM MOMENTS AND SHEARS: DEf.3CR I PT I ON MOMENT ( '=1-i) Sl··IEAP ( *r-) LEFT SIDE OF LEFT SUPPOPT 0 RIGHT SIDE OF LEFT SUPPORT 0 LEFT SIDE OF RIGHT SUPPORT 0 RIGHT SIDE OF RIGHT SUPPORT 0 CENTl::P SPf4i\1 AT 14.00 FEET FROM LEFT SUPPORT -37 5 632 5~376 ·-!:; '} :3;1 ,::> 0 0 MATERIAL PROPERTIES ~ ,( ' " .. " ELASTIC ~ODULUS <MEGA PSI) ..•..•. 1.6 •LtOWABLE BENDING STRESS (PSI) •.• 2400 AU ... OtiJh'BLE HOF: I Z. SHEAR (PSI) . • . . . 165 ALLOW~BLE OVERSTRESS (%) ••.••••••• 25 MAXIMUM ALLOWABLE STRESS (PSI> •.. 3000 MAXIMUM ALLOWABLE SHEAR (PSI) •.•• 206.25 SECTION PROPERTIES FOR A 5.125 X 21 : BEND I NG STRESS ( PS t > ........ . SHEAR STRESS (PSB ••••••• -. DEFLECTIONS 1, 27(:1 66 BASED ON NO. OF MATRIX POINTS USED IN THE REAL MOMENT APPROXIMATIONS~ THE ACCURACY OF THE CENTER BEAM MAXIMUM DEFLECTION POSITION IS PLUS OR MINUS O FEET. MAXIMUM DEFLECTIONS~ DEFL. < INCHES) CENTER SPAN 0.84 POSIT. (FT) 14.00 DEFLECT I ON FACTOF: = CENTER SPr:;N / MAX I MUM DEFLECT I ON= 399. 59 ·&.;,' ENGN:ERa PROJECT r; 101 .& C00MB8 RD. 8llTE B NAPA, CA. 84W PHONE: 228-5470 FAX: 221-8477 w 'ii.-~ ~op&,=. ~ e '= euo..ll t. l"'2 f s.F-,... 12.'"':: f '•, ltEF! NO, ~·1> .. U ~E t.:,~ >t. t e, '1 \.-______ .._,; ________ . <;, '1"" 'D C CA H BE f2. ~- .-,---~-:-~ ~ .. :--------_;....-r-------------__:__ _______ ___; __ I ··- , E.P, ENBt&AI PROJ!CI 1():t .8. ·COOMBS RD. 8UTE B NAPA, CA. 84588 PHONE: 228-8470 FAX: 229-1477 ' . To~l:,.~ ~~, ~ t.. : So a,~ WQ't.,.-:. 3ZG7 * 44-'; . H~= tz-z,c; f+-.Lk>s '? ": I Z2,t;.>< 12../z :4 =-(:, I 3, 1..,,3 $. ~:. \\,'2. '! A-:=. l L'2.x ''1/ic.,S'" I OZ IV\ A 'bt.-= l '\~ t..-/4-z.2, 4-. I:. ~)( s-z~')(. ·~4 x 11ze = 2,!:,4.-X l ~~~"~0 )( l u - ... 17 \~2. '"'4 USE . 8~x.-~3o ~11 = W / 0 4 II c:::::;A t--A, 1QZ.~ ' WTL..: l2o~i\~ ::. i 1~f S,f-r l~ ..... l,, . tzx. e e l'1=, = 2. ,'2. Mtse... ::.. \•h_ -4 .o p~f . L l-~ t.20 _-f~_r ' CE..\L.t~::9: llfl'2 ~ "' e 1 ~\,. a. a::: 1, 1 r ~ F (/.2} \ c.o')( = t , ~ ?\ ~+e, = 8 ,o _. I b ~\,Cb (:...... Ml\-"2r "-Y.) b ~ _ _ \ 1 I 1 1 I ~ WAL--L = ,1..r~r>' t7 = 200 , . ~ '· ,_~T '--:::. i;, o Go-11 W 'b t... :: ~ "2. G::, ._ /1 "r.-;'-:"7----------,----------------------------c I" ~ • ~ · £P, Et«INEEAI -: 10.1 8. COOMB8 AD. 8UTE B NAPA, CA. 84888 PH0N:: 228-5470 F~ 229-8477 PROJECT ~~. ~e.L-aw ~e~, i. ., n,e,c !l,o J;' l t;a::,~ ~It l,, . ,~ ,~ ~,;;' fJi.v..-o ~~ '-1 '1,t,'"- . R 'M.-6-~ =-.\ \. -a,"- r , ... \O~B\2.. . \ OJ"'....:.~ 1200 r = '!>o-fS:.~ ~ -e, = \ t>jA.t.-l--:.. l'2.-P~~'ll.. t, ~ t-,\~$..) ~O~"-\~f.S.f!'>t e;'= ,._ \ 0 '2.. '"' \ ltEEt NO, ~ 240 _,'I ~ I. 2o4 ., \7..0'*1r -.s '4 ~~ 1 V U~E-lo~}(. 124 ~t....,. w/ \ ½_11 C-AHS8J2, '"-~------ir-----------------,------... , I ~ 'i1 ~, E.P. ENGNE&Rs PROJECT 101 8. C00MB8 RD. 8'JTE B NAPA, CA. 84858 PHONE: 228-5470 FAX: 228-8477 f t;>x ~ Y4-T, S ~){ C::>>c. ~(D ,-~ G x ·S><-3/e, T, S G:( r2-\D L\ t~S @ 1' ~~4-, II i,M-4- f 1 ... I 1. '!, 1 , 21.,<, 3-3. (,i<. . ~x 4~ 1;'2-TS Lu-= z,l · \· ' . 1 i'.l.. . ic:. \~· !1· BM.-G 11 f 1 "-I }?:.. --; \. .\ ' . \\,1 IHFFI NO, . . 'ff . E.P, ENGN:ERS 101 .& COOMBS RD. 8tJTE 8 NAPA, CA. 84888 PH0tE: 228-8470 FAX: 218-5477 f . "'"" \B,~. . ~\J\-n . IHFFt' NO, ~H-\0 .. • • 'l -, · L-1 LATERAL .PER IC\ 9,1 UBC ·SEISMIC: V z I I . \ j:S Wt>L-= C; X Wdl = z = I = C = Rw = Rw • 4 \, 0 2.75 (p i I I ! J• I I i i I I ' I i WIND: (METHOD 2) P = Ce Cq 'Qs I I BAS 1·c WI ND SPEED = '7 0 MPH .• I I Qs = 1'2,.G,; r~1=- I I EXPOSURE IC-1 Ce-= I,/ 3 l I = 1.0 ; I VERT. PROJECTION Cq = 1.3, I HORIZ. PRO~ECTION Cq = -0.7 I . I P = /, /~x /,~x-\2,(.? 'fS.~:it \,O = P = 1,1i )((:-,i) >'--\2,~ "'l, o: -.. -\0,0p~F . ~ ~I. PRQ.EOI ~ ,. 101 .. &· COOttll8 AD • . . 8UTI! I . NAPA, CA. 14881 Pt«N!: 128-6470 PAX: aat-1477 )>m· f \J" tP -~ tJ ~ . • •. • \ \00 . L-"2. . . /" / ' . / . '@i ./ . "·""· vJ o· ', - -~. ~ - ' . .. .. ~--- ;;-. . .~~EP. ENGf.EERS PROJ:CT "' SHEET NO, 70 101· 8. COOMBS RD. SI.ire B NAPA, CA. 84818 PHOtE: 228-5470 FAX: 228-5477 L-3 ----------------------~-----' el.) ,1... c I w Cq 0 : F-=-21 . 3 r-s.~ )I. ~'2, + G '] ~ 3e.3-4 ptJ . . . ~~\1..-DlW~ <D®<D® p.oc:>f :: \0 r~~ fA p.. T l T \ o ~ '::::, ~ ·r;:.:,f> ~ r WA'-L-~ \ '2. F~t=- A-B -; ( C;,QO fL-f = 5<:::> 0 pLF ::. 4 g., '2. pt.-F = ~~o f'-f "2i0i2 flf" &;, I I f L-f, -----,---··---------------------------' ( ... . " ~ :E.P. ENGINEERS PROJECT SHEET NO, 7\ 101· 8. COOMBS RD. sliTe B NAPA, CA. 94558 PHON!: 228-5470 FAX: 228-5477 ·'i2oof .= \~ f)'ofx 7 ~ \ 1' A\<-T = S psf-~ 7 r:c' W A LL -I '2 Y \ G:, l )' '"Z. t-,\ ~ \j ~ b\2-0 : l 2, f' S:>~" 1.. D \ -- L-Lf 22.44 ~d ., ><' \'i13, -= 4 \ l PL. f Roof ::: l'Co f' &~~ ~ ~, I f~\2-T = t;p~f-~ !:;)to -- : i2 S' -¥:-4 '2 7 ~ +1,, :,2:,4 "ii \J.) ,6. t-.L-:: l'Z p S,~ ':,t \ t.o )t '-:. ,, 0~ O ~/,, --M ,b. ~ '5 ~?-o \ e,44¾-J X1\~l::.~~8 rLf \200 f" -:: J ~ f' :!:. 1"" ><?:,'=,I =- f A \2-T : ~fSf':><--~?t:: WAL.~=- Kk~S~~p ~ Ill. .... 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ENGINEERS PROJECT 101-• 8. COOMBS· RD. SIJTS B NAPA, CA. 94858 PHON5: 228-5470 FAX: 228-5477. SHEET NO, 7~ ', L-1 ~-------·---·-----------------------i .. .. ~~E"°A\<--. Lt t-,.j\::_. ® A O\Je\2·TW:.\'2-~\ ~~-~\~ ,e,~ I ~~f'6CT\OW, ll S4 Cf A,B ~~ \. i . '2 >'-G:, '7.-'>\ t0_ ?\CL~ : \ '2 O O 1/P-i~ t... T ,-c. ,,.~~ -= ·1 -c:;,~ o ~ I $0 , _ _.:-r, --.... ~------------------------- ~ • E.P. &N'GINEERS PROJECT 101· 8. COOMBS RD sliTE·a · -· NAPA, CA 94858 PH0N5: 228-&470 FAX: 228-5477 ' CH-G c_\<:-:~ e c& ~ wo.M.. µOT= G1l~fi)(. ;,31)(. Z'b1 :: C::>"11,1 1 1£.. ~'f-: \Zea{: ~, l B ,<.8' 1 " 'b'S 1 >' l "I 1 t-\.0:....... \2,o <>& • I 0 f s. \"--,. ~' ,.. 3 "3 .,.._ \ "'1 ' \Jj c&:9-:. -3 f S. f'-:,<. '2,?, I ,.,_ 1,, ,8 ! -,<-\ °'\ ' ll r~ .\--::: Co "I \ ,7 -3 '2. '5., ¼.ei ,._ I , o G> k.. 0 ~ <e ~ 1 K f s. 0 ,._, 1-\ c, re, A o 1--) c,,, ")(. s ~J , 3/4-1'~ A, B>, @ I ~··a, c, I SHEET NO, 7S- ------------,-------:-----~- ,j ·------------------------r-----1 .. _ -{• .' '_ . Ifft! 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NO, -r-r \)~'E., y~t'cC)(... ipl~ i:> J_. e ·.4 \\ ~ ri '\ · C ... t:> t;> \ }2-G CrT \ C ~ '?'4-a:A\<-L..1 1'li:,_ CD. i=::. 1 'i?,~ ps.1=-,, ti:_,1,.. 2-1. .. ~ 1 os"'- l.9--=-G, I O S ,f, / I '-' 1 .::. 'M? l ii, ,'l ' is. I tl(. µ_OT : ~ \ OS )( ( 0 :: ~ \ · ~~t \.,. (QI\'£.A4 1: 4-.~ \\(. ' ' u 2, E.. t;'?,l\. (!. D )( ~ L5 j al · ce .. ~3" t . I '2 ° \J~E-~\~f~O~ ~C~~ ~SA, e-~c , ... ~ U,. l:NGH:EFII . PROJECT ' . ._101 8. COOM88 RD. Sl.lTE~B NAPA, Ck 14SS8 PHOtE: 228-M70 FAX: 211-5477 / · . . , ~ \ -z -z. -zss-~ . ltfilr NO, i!: . 't \<- lg ,S ~~ l'C.:> x_4-4 ::. l_.j I 2-. c., F ~ ------- 8 "' t G? IJ~e.. (t:,-S4tJ\4' -H, e.,. $ ~A, 'DSL-·PL Sjt]1'-4., -----~-------------' \ .. • .. • I G~ QNicoll ---------- I I I I I I I I I I I I I I 1. I I I and Associates, Inc. April 22, 1993 Project 4 776-07 Daniel MacDonald AIA Architects 1040 "~" Street Suite 214 San Rafael, California 94901 Attention: Mr. Daniel MacDonald Subject: Geotechnical Investigation Report Update Proposed "The Good Guys" Store 2502 El Camino Real Carlsbad, California 92008 Reference: Lowney-Kaldveer Associates, Foundation Investigation, Carlsbad Shopping Center, Carslbad, California, Project No. S121-1, S638, dated April 22, 197 4 .. Gentlemen: 1. INTRODUCTION a) b) c) In accordance with your request, we are submitting this geotechnical update report pertaining to the proposed construction of "The Good Guys" store at the property referenced above. We have reviewed the Site, Foundation, and Grading Plans pertaining to the subject development which were submitted by your office. · It is understood that the proposed development will consist of a 16,144 square foot, one-story structure with new asphalt paving around portions of the hew building. It is also understood that the buildings and sidewalks existing within the development area will be demolished and removed prior to construction of "The Good Guys" store. The purpose of our evaluation was to review the referenced report previously prepared for the original construction of the Carlsbad Shopping Center and provide recommendations with specific concerns to the construction of "The Good Guys" store. Geologic and Soil Engineers 17241 Murphy Avenue, Irvine, CA 92714-5917 (714) 250-9111, FAX (714) 250-7411 7 .., -. q3 ... :>0'- I I I I I I .1 I I I I I I I. I I I I I Daniel MacDonald AI.A. Architects April 22, 1993. Project 4 77 6-07 Page 2 2. SCOPE Scope of our services included: a) b) c) d) Review of the previous soils report, proposed improvement plans and other geotechnical literature pertinent to the subject property; A field reconnaissance of the subject site to observe and note the existing site conditions; Ahalyses of the research and field data; Preparation of an update report presenting our findings, conclusions, and recommendations. · 3. EXISTING SITE CONDITIONS 4. ! ••'i ... a) b) The project site is located within the north end of Carlsbad Plaza which is situated at the northe~st corner of El Camino Real and Haymar Drive in the City of Carlsbad. A one-story building subdivided into several commercial use type units currently exists within the subject development area. A majority of the units were found to have been abandoned and are presently vacant. A concrete sidewalk surrounds the south and east perimeter of the structure. Landscaping generally exists along the northwest side of the building. Paved parking and driveway areas are present around the outside of the existing sidewalks. c) No significant areas of distress (cracks, separations, etc.) were noted within the existing structu:re or along the sidewalk/pavement areas during our reconnaissance of the project site. CONCLUSIONS AND RECOMMENDATIONS 4.1 General a) b) It is our opinion that the subject improvement is feasible from a geotechnical point of view. The recommendations provided in the referenced report remain applicable except for the modified recommendations provided below. ·.; I I I I I I I I .I I I I I I I I I 1· I Daniei MacDonald AIA Architects Aprii 22, 1993 Project 4 77 6-07 Page 3 c) A copy of the referenced report is enclosed. 4.2 Grading 4.3 a) After demolishing the existing structure, all the subsurface portions of the structure should be removed entirely including old foundations, utility lines, etc. It should be ensured that there is at least 1 foot of compacted non-expansive fill under the foundation, extending at least 1 foot beyond the edges of the footings, and 3 feet below the slab-on-grade. b} Wherever structural fills are to be placed, the upper 6 to 8 inches of the subgrade · should first be scarified and reworked. c) Any loosening of reworked or native material, consequent to the .pas$age of construction traffic, weathering, etc., should be made good prior to further construction. d) The depths of overexcavation should be reviewed by the Soil Engineer during the actual construction. Any surface o~ subsurface obstructions, or questionable material encountered during grading should be brought immediately to the attention of the ·Soil Engineer for proper exposure, removal or processing as directed. No underground obstructions or facilities should remain in any structural areas. Depressions and/o~ cavities created as a result of the removal of obstructions should be backfilled properly with suitable material; and compacted. Material Selection a) After the site has been stripped of any debris, vegetation and organic soils, excavated on-site soils are considered satisfactory for reuse in the construction of on-site fills,. provided the organic content does not exceed 3 percent by volume. High in-sitti moisture contents inay require soils to be dried out to near optimum moisture content prior to compaction. b) Large size pieces of concrete or asphaltic concrete greater than 4 inches in diameter should not be incorporated in compacted fill to wjthin 1 foot o{ the underside of the footings and slabs. Pieces greater than 8 inches shall not be incorporated into compacted fill. I I I I I I I I I I I I I I I I I I I Dani.et MacDohaici. AIA Architects Apri1 22, 1993 Project 4 77 6-07 Page 4 4.4 4.5 4.6 4.7 : -:.· Compaction Requirements Reworking/compaction shall include moisture-conditioning/drying as needed to bring the soils to slightly above the optimum moisture content. All structural fills should be compacted to 90 percent of the maximum dry density. The optimum moisture content and maximum dry density should be determined in the laboratory in accordance with ASTM Test Designation D1557. Utility Trenching a) The walls of temporary construction trenches should stand nearly vertical, with only mi-nor sloughing, provided the total depth does not exceed about 4 feet. Shoring of excavation walls or flattening of slopes may be required, if greater depths are necessary. b) c) Trenches should be located so as not to impair the bearing capacity or to cause settlement under foundations. As a guide, trenches should be clear of a 45-degree plane extending outward and downward from the edge of foundations. Existing soils may be utilized for trenching backfili, provided they are free of organic materials. d) All work associated with trench shoring must conform. to the state and federal safety codes. Surface Drainage Provisions Positive surface gradients should be provided adja<;:ent to the buildings to direct surface water run-off away from structural foundations and to suitable discharge facilities. Grading Control All grading and earthwork should be performed under the observation of a Geotechnical Engineer in order to achieve proper. suhgrade preparation, selection of satisfactory materials, and placement and compaction of all structural fill. Sufficient notification prior to stripping and earthwork construction is essential to make certain that the work will be adequately observed and tested. 'i' . i. • I I I I, I I I I I I I I I I I I I 'I I Daniel MacDonald AIA Architects Apri1 22, 199$ Project 4 77 6-07 Page 5 4.8 Slabs-on-Grade a) It is recommended that 6x6-W2.9xW2.9 WWF or equivalent (#3 bars on i8 inch centers preferred) he provided as minimum reinforcement in slabs-on-grade. joints should be provided. Floor slabs should be at least 4 inches thick. b) The FFL should be at least 6 inches above highest adjacent grade. 4.9 Pavement 4.9.1 Subgrade Prepara,tion All pavement areas shall be inspected, tested for compaction requirements, reworked where required and approv~d immediately prior to the placement of aggregate base~ Subgrade soils within the upper 12 inches of finished grade shall be moisture-conditioned where necessary, shall be compacted to at least 90 percent relative compaction per ASTM D1557, and shall be free of any loose or soft areas. 4.9.2 Base Preparation Unless otherwise specified, the base shall consist of Class it 3/4-inch aggregate base. All A.B. shall compacted to a minimum of 95 percent relative compaction in accordance with the procedures described in ASTM Test Method D1557. 4.10 Seismicity The site is underlain by unconsolidated alluvium which is expected to amplify earthquake produced ground motion ~esulting in a relatively high degree of shaking. Building should be designed to resist seismic lateral loading in accordance with Uniform Building Code Section 2312 for Seismic Zone 4. 4.11 Review of Foundation 'Plans a) We have reviewed the following foundation plans prepared by · E. P. Engineers dated April 5, 1993: i) Foundation Plan -Sheet 81 · "·-:~-:.·.·n:.~·1· I I ·1 I I I I I I I I I I I I I I I I Daniel MacDonaid AIA Architects Aprii 22, 1993 Project 4 77 6-07 Page 6 .. 11 Foundation Section and Details -Sheet S4 iii) Foundation Section and Details Grading Plan -. Sheet 85 b) The plans are in general conformance with the referenced report. The opportunity to be of service is sincerely appreciated. questions or if we can be of further assistance, please call. Very truly yours, G. A. NICOLL AND ASSOCIATES, INC. G ra1d A. Nicoll President. CEG 34 (Exp. June 30, 1994) GAN!MBU/KBY:cs Enclosure: ?,::,. ...... ~ ,4--• ' !" A copy of "Foundation Investigation Report" prepared by Lowhey-Kaldveer Associates (Project No. 8121-1, 8638, April 22, 1974) Copy to: 1) E_. P. Engineers Mr. juan Escudero 2) Lema West, Inc. Mr. John Sandahl 3) Cameo Construction Co. Mr. Dewain Campbell 4) GH Group, Inc. Ms. Sandra Ballard .,. I'"•'•, •• I·.:.~·,:.·. '',' . '. I· I I I I ·.1 I I I. I I I I .I I I I .I . :, ----·-------'-···-------· --·--· --· ··-··----·--·.···-----·--. -·-·. ··---.. -- .FOUNDATION INVESTIGATION CARLSBAD SHOPPING CENTER CARLSBAD, CALIFORNIA April 1974 --------'-----~-------·-· -·--·· LOWNEY a KALDVEER ASSOCIATES Foundation / So~I I Geoiogical Engineers .. ~ ~-.... : .. -. . ';;·,'!':·., . . -:, ./ -........ ........__ ...... '· I .. I I _I I· I I I I I ,, I ·I I I I I I I ' ' lawney-Halduear Assnciates i=ounaation / ·Soil I Geological Engin&·3ts ,, l; ·"" '\ ;'1 .,,. l"-1 l,; I' April 22, .1974/ S 121-:-l , S638 • Alexander Haagen Development Company 777 Si Iver Spur Road Rolling Hills Estates, California_ 90274 Attention: Mr. Bernie Svalstad RE: FOUNDATION INVESTIGATION CARLSBAD SHOPPING CENTER CARLSBAD, CALIFORNIA Gentlemen: in accordance with your request, we have performed a foundation investigation for the subject project. The accompanying report presents the results of our field investigation, laboratory tests, and engineering analys,is.' The soil and foundation conditions are dis- cussed and recommendations for the soil and foundation engineering aspects of the project are presented. We refer you to the text of the report for detailed recommendations. If you have any questions concerning our findings, please call. Very truly yours, LOWNEY /KALDVEER ASSOCIATES RP;tcs Addressee (5) Robert Prater cc: Maxwell Starkman AIA & Associates (2) Rick Engineering Company AHn: Mr. Richard Sla.ter (3) Von·1s Markets AHn: Mr. Barney Sheridan (1) PALO AL TO / OAKLAND / MONTEREY / SAI.J° DIEGO G ( q-L{S3,.. . 0GOS ,-,;;,. _ __,,,.,.------.. ~ -~-, I ()Ji J!Jj();--1~ _ -/I es f e -<!.,el) (. _,,.,,,,--·: ,, ____________, __ -. : ' • ••"'I'"' 11"• 1 , ~" ! ' ---., )> -0 :!. --~ c,, ........ -- - - - - ---- - - - -;;c, --..J )> -I 0 '-!· r-0 :;:: --..J m -· Vl ~ ca :::. ::c· ~ z -·.., 0 :=" Ul rn .,. -0 :::0 tr ~ ::c ,r ~ » _,. 0 )> ~ 0, G) .. a. m () z a -C, -· o' < .., m ::, a· r:-· 0 -0 s: m z -I () 0 s:-. -0 )> z -< Data dev~loped and conclusions and recommendations reache4 in this corr~spondence were f~r a sbecific project. Addi,tionally. since issuance there hove been substantial chane~s in the state of the art and the state of practice of the profession. ~s well as the dogree of risk considered acceptable by society und tho professiol1. Thus the opinions, recom::icni:ations and conclusions contained herein may be invalid and must be ro-evaluated. We recot!mlend t.l:.at you retain a qualified firm to do this before proceeding with any plans or construc- tion which might he influenced by the contents of this correspondence. -n () () -n )> )> 0 0 ... -;;c, -;;c, C r-' l/'l l/l z ~i 0 )> -\ 0 0 .. l/l 0 () :i: z ):> 0 r--0 - -· -0 z -n_ Oz < -;;c, . m z G) Vl -I -() - )>m G) z )> -I -· -f m 0 ';r::J z I I . . TABLE OF CONTENTS I Letter of Transmittal I 1· I I I I I I I I I I I I I I TITLE PAGE TABLE OF CONTENTS INTRODUCTION SCOPE SITE INVESTIGATION A. Surface B. Subsurface C. Groundwater D. Seismicity CONCLUSIONS AND RECOMMENDATIONS A. EARTHWORK 1. Site Clearing and Stripping 2. Subgrade Preparation 3. ExcavaHon 4. Materials for Fill 5. Expansive Soils 6. Compaction 7. Slopes 8. Trench Backfill 9. Drainage 10. Construction Observation B. FOUNDATIONS 1. Footings 2. Building floor Slabs 3. Retaining Walls 4. Lateral Loads C. · PAVEMENTS 1. Flexible Pavements Table 1 -Recommended Pavement Design Alternatives for R-Value 5 Materia.l 2. Concrete Pavements for Truck Loading Areas FIGURE 1 -StTE PLAN APPENDIX A -FIELD INVESTIGATION key to Exploratory Boring Logs Exploratory Boring Logs APPENDIX B -LABORATORY INVESTIGATION Figure B-1 -Plasticity Chart and Data Figure B-2 -Compaction Test Results Table B-1 -Results of Swell Tests Table B-2 -Results of Dry Density 'rests APPENDIX C -GUIDE SPECIFICATIONS -SITE EARTHWORK Page No. 1 l 1 1 2 2 2 3 4 4 4 4 4 5 5 5 5 6 6 6 6 7 7 7 8 8 8 9 A-1 B-1 C-1 I I I I I I I I I I I I I I I I I I I INTRODUCTION FOUNDATION INVESTIGATION FOR CARLSBAD SHOPPING CENTER CARLSBAD, CALIFORNIA In this report we present the results of our foundation investigation for the proposed Carlsbad Shopj:>ing Center to be located on the east side of El Camino Real between Haymer Drive and Marron Road in Carlsbad, California. The purpose of this investigation was to evaluate the . foundation materials and to provide recommendations concerning the soii, foundation, and geological engineering aspects of the project. As presently pianned a~d as shown on the Site-Plan, Figure 1, the proposed shopping center will consist of a hardware, market, drugstore, bank and seven other commercial and shop buildings. The larger buildings will probably-be one and two-story, masonry block and/or concrete tilt-up structures with slab-on-grade floors. Loads wil.l be typical for this type of relatively light construction and will probably not exceed about ~.5 kips per linectl foot for perimeter walls and 60 kips for interior columns. Loading docks will be provided at the reat of the market and drugstore. Paved parking will be provided for 825 cars. Site earthwork will consist of cuts up to about 50 feet high in the eastern portion of the site and fil Is up to about 10 feet deep in the western portion. · Elevations referred to in this report are based upon those shown on the grading study prepared by Rick Engine~ring Company, dated December 12, 1973. SCOPE The· scope of work performed in this investigation included a site reconnaissance, subsurfctce exploration, laboratory testing, engineering analyses of the field and iaboratory dato and the preparation of this report. The data obtained and the analyses performed were for the purpose of providing design and construction criteria for site earthwork, building foundations, slab-on- grade floors, retaining walls, and on-site pavements. SITE INVESTIGA IION A subsurface tnvestigQtion was performed at the site on April 12, 1974 using d truck-mounted, continuous flight auger to investigate and sample the subsurface soils. Twelve exploratory . borings were drilled at the approximate locations shown on the site plan to a maximum dept.h of 30 feet. logs of the borings and details regarding the site investigation are included in Appendix A. Details regarding the laboratory testing are presented in Appendix B. A. Surface The site is irregular in shape with a plan area of approximately 15 acres. The western portion of the site is relatively flat and low-lying with ground surface elevations ranging from about I I I I I I I I I I I ·1 I I I I S121-1, Page 2 Elev. 25 to Elev. 40 feet. The ground surface in the eastern portion of the proposed devel.op- ment rises steeply to about Elev. 100. A knob of high ground measuring approximately 350 feet long, 100 feet wide and 40 feet high is located at the south end of the site adjacent to Marron Road. Although the shape and topography of the knob suggests the possibility of it , ... ~ being a stockpile of fill, based on our detailed examination of an old topography may and cut-slopes on both sides.of Marron Road,'_ it is our opinion that the knob is part of a hill .· ·· that was partially removed by the excavation for Marron Road. An inoperative wel I was noted at the southwest corner of the site cit the approximctte location indi coted on the site plan. The site is presently vacant and surface veg¢tation consists of a moderate to heavy growth of grass ctnd weeds. · B. Subsurface The soils encountered in the exploratory borings conshted predominantly of interbedded layers of medium dense to dense sands, silty sands and clayey sands, and stiff to very stiff sandy and silty clays to the maximum depth explored of 30 feet. Loose sands were, however, encountered to a depth of 2 feet in Boring 8 and firm sandy clay/clayey sand was encountered between depths.of 2 and 6 feet in Boring 11. Well compacted fill was encountered in Boring 9 to a depth of 7 feet and was probably placed in connection wi.th the earthwork operations for the existing service station at the corner of Marron Rocid and El Camino Real. The sandy clays and clayey sands have a low to moderate potential for expansion and on the basis of a labora- tory R(resistarice)-value test, they exhibit poor subgrade characteristics with regard to pave- ment design. The silty clays encountered in Boring 3 between a depth of 3 and 8 feet have a:. moderate fo high potential for expansion. The dttached boring logs and related information depict subsurface conditions only at the specific locations shown on the site plan dnd on the particular date designated on the logs. Subsurface conditions a·t other locations may differ from conditions occurring at these boring iocations. Also, the passage of time may result in changes in the subsurface conditions due to environmental changes. C. Groundwater Free groundwater was encountered.in Borings 1, 8, 10, and 11 at depths ranging from 5.5 to 9 feet (approximately Elev. 20.5 to Elev. 25). Slotted plastic piezometer pipes were installed in Borings 1 and 10 to al low additional water level readings. The depths to groundwater and times of measurement are -recorded on the boring logs. It must be noted that fluctuations in the groundwater level may occur due to variations in rainfall and other possible factors. D. Seismicity Based on available published information there are no faults known to exist at the site and the _ nearest known ma.jor active faults are the Elsinore and San Jacinto Fault Zones, located approximately 24 and 46 miles northeast of the site, respectively. Although research on earthquake prediction has greatly increased in recent years, seismologists have not yet reached the point where they can predict when and where an earthquake wi 11 occur. -----.. I I I I I ·1 I I I 1· I I I 1· I I I I I S121-1, Page 3 Nevertheless, on the basis ~f current technology, it is reasonable to assume that the proposed development will be subjected to at least one moderate earthquake during its design life. During such dn earthquake, the danger from fault offset through the site is remote, but strong ground shaking is I ike ly to occur. CONCLUSIONS AND R~COMMENDATIONS From a soil and foundation engineering standpoint, the site is suitable for the proposed develop- ment provided the conclusions and recommendations presented in this report are incorporated into the design and construction of the project. The opinions; tconclusions and recommendations presented in this report are contingent upon Lowney/Kaldveer Associates being retained to 1) review the final plans and specifications, and 2') observe site earthwork and the installation of foundations. The primary features of concern at the site are l) the presence of potentially expansive silty clays, sandy clays, and clayey sands, and 2) the poor subgrade quality of these same soils with regard to pavement design. Where these materials are-exposed at or near the finish sub.;. grade level of building pads, the proposed building floors couid be subject to damage due to heave of the expansive soils. Therefore, on those building pads where such a condition exists, it will be necessary to overexcavate the potentially expansive soils and replace them with a · layer of non-expansive fi 11 • Because of the poor subgrade qua I ity of the above described soi Is, heavy pavement sections will be required where these soils are exposed at the finish subgrade surface. We anticipdte that much of the material from the higher cut areas will b_e sands of substantially better sub- grade quality. Since most of the pavements will be in Fili areas, the earthwork operations should be carried out so as to provide the better quality sandy soils at the finish subgrade surface in fill areas. A detailed evaluation of the pavement design requirements should therefore be made upon completion of the earthwork operations. Also considered in our analyses was the presence of the loose silty sands in the vicinity of Boring 8 and the firm sandy clays/clayey sands encountered between depths of 2 and 6 feet in Boring 11. These materials will undergo settlement due to the weight of the proposed fill and building loctds. Total settlements are estimated to be on the order of 2.5 inches tn the vicinity of Boring 11 and 1 inch in the vicinity of Boring 8. Because of the high sand content of these materiais, however, most of this settlement wil I occur rapidly and should be essential fr complete by the end of building construction. Post-construction settlements of the buildings, therefore, are e_xpected to be within tolerable limits. Groundwater is not expected to be a 111ajor problem with respect to the proposed development. The highest groundwater level was found to be well below the proposed finished site grades and is not expected to rise significantly provided that adequate control of surface water run- off is maintained. Depending on the depth of pipelJne trenches, groundwater may be encountered in the trenches during construction. Detailed earthwork and foundation· recommendations for use in design are presented in the fol low- ing paragraphs. I I I I I I I I I I I ·I ·I I I I I I I S 121-1, Page 4 · A. EARTHWORK 1. Site Ciearing and Stripping ;1· The site should be cleared of all obstructions and miscellaneous debris. Holes resulting from the removal of buried obstructions that extend below the proposed finished site grades should V be cleared and backfilled with suitable material compacted to the requirements given below under ltemA.6., 11Compaction11 • After clearing, the site .should be stripped to a sufficient depth to remove all surface vegeta- tion and organic laden topsoil. At the time of our field .investigation, we estimated that d stripping depth of approximately 3 inches would be required. The actual stripping depth should, however., be determined in the field by the soil engineer at the time of construction. The cleared and stripped materials should be removed from the site. Alternatively, stripped top- soil may be stockpiled for later use in landscaping, if desired. 2. Subgrade Preparation After the site has been cleared and any necessary excavations made, the exposed soils in all ./ areas to receive structural fill should be scarified to a minimum depth of 6 inches, moisture conditioned and compacted to the requirements given below under Item A.6., "Compaction". 3. Excavation Based on the results of our exploratory borings and our experiences with similar materials, it is our opinion that the on-site soils can be excavated utilizing ordinary heavy earthmoving equipment. Some heavy ripping could, however, be required in the deeper cut areas of the site where very dense materials may be encountered. Because of the granular nature of much of the subsurface soils, temporary trench excavations are· likely to experience caving especially where the trenches extend below the free groundwater level. 4. Materials for Fill All existing on-site· soils below the stripped layer with an organic content of less than 3 percent by volume are suitable for reuse as fill. The use of potentially expansive soils should, however, conform to the requirements of Item A .5., "Expansive Soils 11 • In general, we anticipate that most of the potentially expansive soils will be taken from the cuts in lower portions of the site, say below Elev. 50. Substantial quantities of low expansion potential sandy soils are contained in the higher cut areas immediately east of the main buildings. Problems associated with the expansion potential and poor pavement subgrade quality of the clayey soils can therefore be minimized by first using the material from the lower cut areas as fill in ·.the western·portion of the site and .then cappfog the fills with the more saridy'soils from the higher cut areas. Fill material should not contain rocks or lumps greater than 6 .inches in largest dimension with not more than 15 percent larger than 2.5 inches. Any required import fill should be a noh'."' ... ,,·.-,i•,(" • I I I I I I I I I .I I I- S 121-1, Page 5 expansive granular material with a plasticity index of 12 or less. All material for use as fill should be approved by the soils engineer. 5. Expansive Soils Potentiorly expansive clayey soils taken from the required site excavations should be used ds fill only up to within :12 inches of the design subgrade elevations of building pads. The pads should be capped with a· 12-inch minimum thickness of compacted low expansion potential sandy soil. In cut areas where expansive soils are encountered at the finish subgrade levei on building pads, the expdnsive soils.should be removed from within the building.area to depths of between 6 and 12 ihcbes depending on the expansiveness of the soil and replaced with compacted non- expansive soil. The determination as to the expansion potential of the subgrade soils should be made in the field during construction_by the soils engineer. 6. Compas;tion All structural fill should be compacted to a minimum degree of compaction of~ercent ba~ed upoh ASTM Test Designation D1557-70. Fill material should be spread and compacted in lifts not exceeding 8 inches in uncompacted thickness. We estimate that the on-site materials will be subject to a O to 5 percent shrinkage due to coi;npaction. 7. Slopes Proposed cut slopes up to 60 feet. high should be constructed to an inclination no steeper than 1-3/4 horizontal to 1 vertical. Fil'I slopes up to 15 feet high may be constructed to an inclina- tion no st~eper than 1-1/2 to l •. It is essential that our representative inspect the materials exposed in the proposed cuts duting the excavation work to check for any signs of potential'ly unstable areas and to verify that the materials encountered throughout the excavations correspond to those anticlpated from. our exploratory borings. Fil I slopes should be constructed so as to assure that the minimum required degree of compaction is obtained out to the finished slope surface. This may be accomplished by 11backrolling 11 the siopes with sheepsfoot tol lers or other suitable equipm~nt in 3 to 5 foot vertical increments as the fi 11 Is ratsed. The project plans and specifications should contain al I necessary design feastures and construc- tion requirements to prevent erosion of the on-site soi Is both during and after construction. 8. Trench Backfill Pipeline trenches should be backfilled with compacted structural fill. Backfill material should be placed· in ltfts not ~xceeding 8 inches in uncompacted thickness and compacted by mechanical I I I I I I I I I I I I I I ·1 I I I S121-1, Page 6 means to a minimum degree of compaction of 85 percent. In all building and pavement dreas, the upper 3 feet of trench backfill should be compacted to a minimum degree of compaction of 90 percent. Trench excavations extending befow -approximately 1:lev. 20 may encountet· free groundwater.which Would _necessita:te·.de_watering of the .trenches during the pipeline installation and subsequent bctckfi 11 i ng operations. 9. Drainage Positive surface gradients should be provided adjacent to buildings so as to direct surface water away from foundations and slabs toward suitable discharge facilities. Ponding of surface water should not be allowed adjacent to structures or on pavements. 10. Construction Observation Variations in subsurface conditions are possible and may be encountered during construction •. In order to permit correlation between the preliminary subsurface data and the actual subsurface ~ conditions en~ountered during construction and to assure conformance with the plans and spec~ fications, it is essential that we be retained to observe the site·preparation, selection of satis- factory fill materials, <;ind placement and compaction of the fills. Sufficient notificatton is necessary to assure that our work will coincid~ with the construction schedule. All earthwork should be performed in accordance with the Guide Specifications -Site Earth- work presented in Appendix C. It should -be pointed out, however, that these specifications are only general in nature and that the actual job specifications should aiso incorporate all requirements contained in the text of this report. B. 1. FOUNDATIONS Footings We recommend that the proposed buildings be supported on conventional, individual spread and/or contfouous perimeter footings bearing i.n undisturbed natural soil and/or comp_acted fill. "::;;, Footings should be founded at least 16 inches below rough pad grade or 20 inches below I~ adjacent fin!shed g·rade, whichever is deeper. These d~pths take into account the expansion potential of soils that are likely to be exposed at the footi-,;19 bearing level in some buildings. Footings located adjacent to utility trenches should have their bearing surfaces below an imdg- inary 1-1/2. horizontal to 1 vertical plane projected upward from the edge of the trench bottom. At the above.depths footings may be desiQned for allowable bearing pressure_s_ of 3,000 po~ per square foot for dead loads and 4,000 pounds per square foot for combined dead and live· loads with a one-third increase for ail loads, including wind or seismic. · The footings should, however, have a minimum width of 12 inches.~ _ _ _ · All continuous footiQQs _should be reinforced with top and bottom reinforcement to provide~ structural continuity and to permit spanning of local irregularities. Any visible ~racks in iowney-llaltivur Ai1idates .... _. --. ' .1;·:"'"1 ___ . .. :;~Y.r;".r··· I I I I 1· I . I I I ·1 I I I I I I I I I S 121-1, Page 7 the· bottoms of footing excavations should be closed by soaking prior to placement of con- crete. to assure that fobtings are founded in material of sufficient bearing capacity, if is essential that we inspect al I footing excavations· prior to placing reinforcing steel or concrete. 2. Building Fl_oor Slabs Building floor slabs may be supported oh undisturbed natural soils and/or compacted fill pro- vided the supporting soils possess a low potential for expan.sion. Detailed recommendations regarding treatment of expansive so.ils with regard to bui.lding floor slabs i$ presented above in ltetn A.5., "Expansive Soils" • .Just prior to construction of siabs,' the subgrade surfac·es should be proof-rolled to provide a smooth, firm surface for slab support •. In ar~as where moisture-se.(lsitive floor coverings such as vinyl or asbestos tile is utilized,.,.~--__ 4 inches of fr~e draining, rounded gravel such as.3/8-inch pea gravel should be placed " beneath floor slc:ibs to serve as a capillary barrier between the subgrade soil and the slab • In order to m'inimize vapor trqnsmission, an impermeable membrane should be placed over , the gravel. The membrane should be covered with 2 inches of sand to protect it during .. · construction. The sand should be lightly moistened ju~t prior to placing the concrete. The sand and gravel layers may be consider~d to be non-expansive fill • 3. Retaining Wal Is . ! Retaining wal Is for tru~k loading docks must be designed to resist lateral earth pressures and any additional iateral loads caused by surcharge loads on the adjoining slab surface. We recommend .that wal Is be designed for an equivalent fluid pressure of 35 pounds per cubic foot plus an additional lateral uniform pressure of 8H pounds per square ·foot .where 1-1 = the height of backfill above the top of the wall footing in feet. Wherever walls will be subjected to sur- charge loads, they should be designed for an additional uniform lateral pressure equal to one- half the anticipated surcharge press!,Jre. The pr·eceding design pressures assume that retaining walls are restrained from movement at the top dnd that there is sufficient drainage behind the walls to prevent the buildup of hydrostatic pressures from surface water infiltration. Adequate drainage may be provided by means of weep holes with permeable material installed behind·walls or by means of a system of subdraihs. Backfill placed behind the walls should be compacted to a minimum degree of compaction of 90 percent using light compaction equipment. If heavy equipment is used, the walls should be appropriately temporarily braced. Retaining walls should be supported on footing foundations designed in accordance with the recommendations presented previously under Item B. 1., "Footings". Lateral load resistance for the walls can be developed in accordance with the recommendations presented immediately below under Item B.4., "Lateral Loads 11 • • 4. Lat era I Loads Lateral load resistance for the proposed buildings tnay be developed in friction between the base of the foundations and the supporting subgrade. An allowable friction coefficient of· 0.35 is recommended for use in design. I I I ·1 1· I I I I I I I I I I I I I I S 121-1., Page 8 Additional lateral load resistance may be developed in passive pressures acting against the footings. An allowable passive resistance equal to an equivalent fluid weighing 300 pounds per cubic foot may be used in design provided the footings are poured neat against undisturbed soi I. · · C. PAVEMENTS 1. Flexible Pavements A bulk sample of the sandy clay/clayey sand surface soils at the site was obtained and an "R" (resistance)-value test performed to yield data for pavement design. The results of the test indicate an "R" value of 5 to be representative of these soils. For the R-value of 5 we developed the pavement section alternatives contained in Table 1 below using Procedure 301-F of the State of California Department of Public Works, Division of Highways. We have included pavemeht ·designs for pavement lives of 1 to 5 years, 6 to 10 years and 11 to 20 years. As indicated by the table, the poor subgrade quality of the sandy clay/dayey·sand soiis will necessitate heavy pavement:·sections where these soi Is are exposed at the finish subgrade. Based on the results of our field investigation, we anticipate that much of the material from the higher cut areas in the eastern portion of 'the site will be sands of substantially better subgrade quality. Since most of the pavements will be in fill areas, we recommend that the earthwork operations be carried out so as to assure that the p<Jvement areas are capped with at ieast 12 inches of the better quality sandy soils from the required cut area. Due·to anticipated variations in the quality of the matedals from the cut area a detailed analysis (including additional R·walue tests) of the soils actually comprising the pavement subgrade bcross the site should be made upon com- .. plation of the earthwork o·per~tions:-Tn-establ ishing th~--~o-~gh site grades i·n pavement areas, consideration should be given to the fact that·the final pavement thicknesses could vary within d relaHvely large range. In addition, bids for the pavement construction work should not be taken until the actual required pavement thicknesses are established upon completion of the rough site grading work. TABLE 1 RECOMMENDED PAVEMENT DESIGN ALTERNATIVES FOR R-VALUE 5 MATERIAL Location Automobile Pc.irking and Traffic Channels (T. I. = 4.0 for 20-year life) · Anticipated Pavement life (Years) 11 to 20 6 to 10 1 to 5 Pavement Components Asphaltic Concrete (Inches) 2.0 2.0 .2~0 2~0 2~0 Aggregate Aggregate Base Subbase Class 2 Class Z (Inches) _(Inches) 4.0" 5.o· 8.5 4~0 4~0 7~5 ,. - 6.5 Total Thickness (Inches) 11.0 10.5 lQ~O 9~5 ,. s:s I I I I 1· I -1 I I I ·I I I I I I I I I S121-1, Page 9 TABLE 1 (Cont'd.) Pavement Components Aggregate Aggregate Anticipated Asphaltic Base Subbase Pavement Concrete Class 2 Class .2 Total Thickness Location Life ,{Years) (Inches) (Inches) (Inches) . (Inches) Truck Access 11 to 20 2.5 5.0 11.0 18.5 and Loading 2-.5 14.5 17.0 Areas 6 to 10 2~5 5:0 9:0 16.5 ('T. I.= 6.0 2~5 13~0 15.5 for 20-year 1 to 5 2.5 ·:5~0 7~5 1:5.0 I ife) 2~5 12~0 14~5 The traffic indices of 4.0 and 6.0 used in our pavement designs are considered reasonable values for the proposed development dnd should provide the indicated, pavement lives with a normal amount of flexible pavement maintenance. Selection of the design traffic parameters, however, was based on engineering judgement and not on an equi~alent wheel load anaiysis developed from a· traffic study or furnished us. Asphaltic co.ncrete, aggregate bases and preparation of the subgrade should c6nform to and be placed in.accordance with the California Division of Highways, Standard Specifications, January, 1973 edition, except that the test method for compaction should be determined by ASTM D1557-70._ . . . It is our understanding that there may be a local source of decomposed granite which approaches the quality' of Class 2 qggregate base at substantiaHy lower cost. When more detailed pavement design studies are undertaken upon completion of the rough site grading work, we will at that time chec·k into the decomposed granite alternative for the base materials. 2. Concrete Pavements for Truck Loading Areas· We recommend that concrete vehicular slabs for truck loading areas have a minimum .thtckness of 7 inches and be reinforced with 6x6-6/6 wire mesh. The slabs may be constructed directly on the natural on-site softs provided the subgrade is scarified arid recompacted to ct minimum degree of compaction of 95 percent. These design recommendations are based on an a.ssumed maximum truck axle load of 18,000 lbs. I I I I 1· I I I I I I· I I I I I ·1 I I -LEGEND EB-1 + Exploratory boring location S-1 S Sack sample location Approximci't~ I • , locatfon• of dr( ( : existing weir REAL ___ ___ \ ---.. ' ..... - Approximate Scale (Feet)_ ·-100 ·;,.-,·. joo:.-~ __ ,.;,. soo -- \ . I -- -0 200 400 I,.,; 22-Z r-r Base: A Site Pion by Maxwell Starkman AIA & Associates, latest revision iv\qrch 28, 1974. Lawnay-Naldveer Assatlates Foundation I Solt I Geologlcal Engineers SITE PLAN CARLSBAD SHOPPING CENTER Carlsbad, California PROJECT NO. DATE S121-l April 1974 Figure 1 I I 1· I I I I I I " I I I I I I .I -I A-1 APPENDIX A -FIELD INVESTIGATION The field investigation consisted of a surface reconnaissance and a subsurface explotatioh program using a truck-mounted, 8-inch diameter, continuous flight auger. Twelve explora- tory borings were drilled at the site on April 12, 1974 to a maximum depth of 30 feet at the approximate locations shown on the Site Plan, Figure 1. The soils in. the borings were con- tinuously logged in the field by our engineer and described in acco~dance with the Unified Soil Classification System (AStM D2487). The logs of the borings as wel I as a key for soif classification are included as part of this appendix. The approximate ground surface eleva- tions noted oh the boring logs were taken from a-grading s'tudy prepa~ed_ by Rick Engineering Company, dated December 12, 1973." Representative jar and relatively undisturbed samples were obtained from the exploratory borings at selected depths appropriate to the investigation. Al I samples were returned to our laboratory for evaluation and appropriate testing. Standard penetration resistance ·blow counts were obtained in the borings by dropping a 140-pound hammer through a 30-inch free fall .• A 2-inch O.D. split spoon sampler was driven to a m<;:iximum depth of 18 inches and the number of blows recorded for each 6-inch penetration interval. The blows per foot recorded on the boring log represent the accumulated number of blows that were required to drive the last 12 inches. Where high resistances were encountered, the sampler wds driven to the lesser interval indicated on the boring logs. Relatively undisturbed samples were obtained by driving a 2 .5-inch I. D. sampler 12 inches into the soil using the 140- pound hammer. Boring log notations for the standard split spoon and 2.5-inch I.D. sampiers dre as ihdicated bel'ow: ~· Standard Split Spoon Sampler (~ 2.5-lnch I.D. Sampler An evaluation of the undrained shear strength and unconfined compressive strength of the more clayey soils encountered in the borings was made in the field using Torvane and hand pene- trometer devices. The results of these tests are presented on the far right columns of the boring logs at the appropriate depths. The boring logs show our interpretation of the subsurface conditions at the dates and locations indicated, and .it is not warranted that they are representative of subsurface conditions at other locations and times. I I I I 1.·. 1· I I I I I I I I I I I I I ~ B C/) @ z -~ (.!) w z u:: ~ a: 0 Wo j ": 0 u. z 0 ~ u. ~ in ...I :i: . ~ I-~ z ffi in ~~ I-_, w 15 ~ ~- PRIMARY DIVISIONS GRAVELS MORE THAN HALF OF COARSE · FRACTION IS LARGER THAN NO. 4 SIEVE SANDS MORE THAN HALF .OF COARSE FRACTION is SMALLER THAN NO. 4 SIEVE CLEAN GRAVELS CLESS THAN 5% FiNES) GRAVEL WITH FINES CLEAN SANDS CLESS THAN 5% FINES) · SAN°DS WITH FINES SILTS AND CLAYS LIQUID LIMIT IS LESS THAN 50% SILTS AND CLAYS LIQUID LIMIT IS GREATER THAN ·so% •. HIGHLY ORGANIC SOILS GROUP . SYMBOL .GW GP GM GC SW SP SM SC ML CL OL MH CH . OH Pt SECONDARY. DIVISIONS Well graded gravels. gravel-sand mixtures, little or no fines. . . Poorly _graded gravels or gravel-sand mixtures, little or no fines. Silty gravels. gravel-sand-silt mixtures. non-plastic fines. Clayey gravels. gravel-sand-clay mixtures. plastic fines. Well graded sands. gravelly sands, little or no fines. . Poorly graded sands or gravelly sands. little or no fines. Silty sands, sand-silt mixtures, non-plastic fines. Clayey sands, sand-clay mixtures, plastic fines. Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity. Inorganic cla~is of low to medium plasticity, gravelly clays, S<!ndy clays, sllty clays, lean clays. Organic silts and organic silty clays of low plas~lcity. Inorganic silts, micaceous or diatomaceous fine sandy or . srlty_ soils, elasti_c silts. · Inorganic clays of high plasticity. fat clays. Organic clays of medium to high plasticity. organic silts . Peat and other highly organic soils. DEFINITION OF TERMS U.S. ~TAND/\RD SERIES' S!EVE CLEAR SOU.A.RE SIEVE OPENINGS 200 40 10 3/411 311 • 1211 SAND SILTS AND CLAYS _I I GRAVEL --"T"---------....----4 COBBLES BOULDERS FINE I COARSE FINE MEPIUM COARSE GRAIN SIZES SANDS AND GRAVELS BLOWS/FOOT t SILTS AND CLAYS STRENGTH:!= BLOWS/FOOT t VERY LOOSE 0 -4 VERY SOFT 0 -1/4 0 -2 LOOSE 4 -10 SOFT 1/4 -1~ 2 -4 FIRM 1/2 -1 4 -8 MEDIUM DENSE 10 -30 STIFF 1 -2 8 -16 DENSE 30 -50 VERY STIFF 2 -4 16 -32 VERY DENSE CNER 50 HARD OVER 4 OVE~ 32 RELATIVE DENSITY CONSISTENCY . . +Num~r of blows of 140 pound ham~er falling 30 inc;lies .to-dr\~ a. 2 inch 0.0. (1-3/8 inch I.DJ spilt spoon CASTM 0-1586). *t.inconfined compressive strength in tons/sq. ft. as determined by laboratory testing or approximated by the standard pen~tration test CA~TM 0-1586). pocket penetrometer, torvane, or visual observation. LOWNEY• KALDVEER ASSOCIATES Foundation/$011/Geological Engineers KEY TO EXPLORAlORY BORING ·LOGS Unified Soil Glassification System CASTM D-2487). CARLSBAD SHOPPING CENTl:R . Carlsbad, Ccilifornta PROJECT NO. DATE 5121-l April 1974 Figure A-1 I I I I 1· I I I I I I .1 I I I I I I I DRILL RIG Continuous Flight Auger SURFACE ELEVATION 30' (Approx) LOGGEb BY MRO DEPTH TO GROUNDWATER 6.51 ATD BORING DIAMETER 8 Inches DATE DRILLED 4/12/71 DESCRIPTION AND CLASSIFICATION Zw~ ~ w 5l g! :i: Qot;: :c z a: a:-a: ... < ' z in ... w 1-z......_ w !z ii:(l)ClG;' DEPTH ..J. <~II) i1i ~re~ Q. a: (I) 3: ~w z w z 1/) (FEET) ::i; ti-o 3: !z ;i:WO~ 0 a: w ~ SYM-CONSIST.· SOIL < ffi !3 al (I) a: 1---oa.a:- DESCRIPTION AND REMARKS BOL COLOR TYPE en 0 liiljj z ~ Iii Q. a: -0 =>o ,.. V J_ SILTY SAND, fine grained gray-medium SM .... -15 11 brown:· dense .... - .... - - CLAYEY SAND dark dense SC ,._ 5 -~ Passi'ng No .200 Sieve = 48% .sz gray I--41 14 5.o+ 9.0+ .... - .... - .... - ,.._ 10- .... - ,_ - .... -.... -.... 15 -IT brown . medium I--10 dense .... -... - Bottom of Boring = 19 Feet ....,...20- I-- Note:. Slotted piezometer installed c.. .- .... -to depth of 9 Feet.after drilling. .... -- I-25- --... - I-- .... - I-30- .... - '--- .... - '-- ' .... 35- ..... - -- ·-- Note: The stratification lines represent the approximate, -- boundary between material types and the transition may ! -40-- be gradual. EXPLORATORY BORING LOG .Lawnev·Haldveer AssaEiates CARLSBAD SHOPPING CENTER Carl·sbad, California Foundation I Soil I Geological Engineers PROJECT NO. DATE BORING S121-1 April 1974 NO. 1 I I I I 1· I I I I I I I I I I I I I I DRILL RIG Continuous Flight Auger SURFACE ELEVATION 401(Approx) LOGGED BY MRO DEPTH TO GROIJND~1ATER Hole Dry ATD BORING DIAMETER 8 Inches DATE DRILLED 4/12/74 ,· zw-Iii DESCRIPTION AND CLASSIFICATION i fil ~ :c Q (.) t: :c z a: a:-a: t-< . z ijjl-w t-z..__ wl-ii: 1/) (!J Ii:' <CJ>u:;- DESCRIPTION AND REMARKS SI LIY SAND, fine grained - SAND, fine grained ... CLAYEY SAND, fine grained --SAND, fine grained CLAYEY SAND, fine grained Bottom of Boring = 19 Feet Note: The stratification lines represent the approximate/ ~undary between material types and the transition may .be. gradual. SYM- BOL lawney-ilaldveer Assatiatei Fo.undatlon I Soll / Geological Engineers COLOR brown-·· .. ! brown light gray & brown light gray I ight gray DEPTH _, <<·II) !;;:ffi Q. a: t:; 3:: wZ0:1/l t-_o m~f2~ (FEET) :::; :: !z SOIL < ~1/)..J CONSIST. TYPE II) wwm 0 Q. a:_ (.) .. medium SM .... ·v - dense -·medium . SP .... -dense - .medium SC .... 5 -[ . dense· ..... -29 13 .... - ..... - .... - .----10-IT . -41 dense SP :... - -- - dense SC .... 15 -IT .... -34 ..... - .... - ...... 20--- i:.. - .... - ---25 --- ._ - .... - ~ - '-30- I-- .... - ...... - .... -... 35 - ..... - .... - ·-- .... - i--40- EXPLORATORY BORING LOG CARLSBAD SHOPPING CENTER Carlsbad, California t:;~ .,__PR_o_J_E_c_T_N_o_. _...,_ __ D_A_T_E __ _. BORING 2 S 121-1 April 1974 NO. zWZl/l 0 a: w:.:: (.)Q.0:- z ~ t; :, (.) I I 1· I I I I I I I I I I I I I I DRILL RIG Continuous Flight Auger SURFACE ELEVATION 46'(Approx) LOGGED BY MR b DEPTHTO GROUNDWATER Hole Dry A TD BORING DIAMETER 8 Inches DATE DRILLED 4/12;7 4 1-----------------.....--T"---..-----..-----I DEPTH -SOIL (FEET) CONSIST. TYPE DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS CLAYEY SAND, fine grained · SILTY CLAY SYM-COLOR BOL brown medium dense V81)' stiff SC V .... - -- - CL .... - i a:-w 1-1-Z. ~~ 0 0 Pas~ing No .200 Sieve :;: 84% gray- brown : 5 Jg. 33 26 3.0 5.0 I-- - CLAYEY SAND, fine grained brown very SC ._ - .... __ , _______ ----"""--1-----1-d-e_n_se----.1--4-._ 10 -LL 55 SILTY SAND, fine to medium brown dense SM-1- 7 - grained SP .... - SANDY CLAY with occasional thin very sandy layers Bottom of Boring = 24 Feet Note: The stratification lines represent the approximate/ boundary between material types and the transition may· be graduol. . ' lawriey-Haldveer Assatlates Foundation I Soll I Geolog/c(I/ Engineers gray-very brown stiff ,_ - ,_ 15 - CL .... - - .... - :-20 -LL 33 .... - ._ - ,_ 25 - ,_ - .... - .... - '--30- .... - .... - I-- '"""35 -·--·-- ..,. - 1--40- 17 3.6 EXPLORATORY BORiNG LOG CA~LSBAD SHOPPING CENTER Carlsbad, California ,__PR_O_J_E_c_t_N_o_. _ _._ __ D_A_T_E __ ~ BORING 3 S121-l April 1974 NO. 6.6 I I I I I I I I I -1 I I I I I ·1 I I DRILLFti°G Continuous Flight Auger SURFACE ELEVATION DEPTH to GROUNDWATER Hole Dry ATD BORING DIAMETER DESCRIPTION AND QLASSIFICATION DESCRIPTION AND REMARKS CLAYEY SAND, fine grained SAND, fine grained Cl.A YEY SAND, fine grained Bottom of Boring = 14 Feet Note: 11x 11 denotes jar sample obtained from auger cuttings. Note: The stroliflcatlon lines represent the approximate boundary between material types ond the transition may be gradual. · SYM- BOL COLOR CONSIST. --brown medium dense light medium gray&_ dense rown gray-medium brown dense 40'(Approx) LOGGED BY MRO 8 Inches DATE DRILLED 4/12;74 zw-i II.I @ !I; :c: 2o!i; :c:z a: a:-I-< z iii I- DEPTH w I-z......_ wl-a: C!l> Ii:' -(/)(!)Ii:' ..J ~g(/) a. I-z ~ za: u, !2 w z (/) :E Iii-~ <w :C: W-0~ 0 a: w ~ SOIL (FEET) < Z(/)...1 adz (/)a:1--(Jo.a:- TYPE (/) ~l:!!!!. 0 li; >-z :!: li; n 0 m :, 0 0 V LL SC .... -25 -SP -- .... - -5 -X -- -- - SC -- .__ 10 -LL ..., 23 16 9.o+ ... -. ... - -15 - -- -- ;-- ,_ - o-20-... - .... - ,... - .... - ·-25 - -'-- ,_ -... - .... - .__ 30- ,... - .... - ,... - .... - -35 -.... -... - ..... - L-- -40- EXPLORATORY BORING LOG lawney~Haldveer AssaEllltes Foundation I Soil I Geological Engineers CARLSBAD SHOPPING CENTER Carlsbad, California t-----'PR_o_·J_E_C_T_N_o_. ___ ,..._ ___ D_A_T_E __ __... BORING Sl21-1 April 1974 NO. 4 I I .1 .1 1· I I I I I I I I I I I I I I DRILL RIG Continuous Flight Auger SURFACE ELEVATION 42i(Approx) LOGGED BY MRO DEPTHTOGROUNDWATER Hole Dry ATD BORING DIAMETER 8 Inches DATE DRILLED 4/12/74 DESCRIPTION AND CLASSIFICATION ....,_ _________________ ~.---.------,----,----1 DEPTH DESCRIPTION AND REMARKS SANDY CLAY, fine grained Passing No .200 Sieve = 51% SAND, fine grained with occasional sHty layers (grading fine to coarse grained) Bottom of Boring = 11 .5 Feet "Note:· The,stratlficatio'n lines represent the app~ximatel boun~ry between material types and the transition may be gradual. ... . . SYM-COLOR BOL brown light gray & brown light ·gray llitQni!y-llaldveer Assariates SOIL (FEET) CONSIST. TYPE " medium CL ... dense · rs; ... V -LL 12 - medium ._ - dense .... --dense .... 5 ]I 36 -- .... - ,-- ._ 10 .... -40 . ._ - .... - .... - -15 - .... - - - - - ,-- '-20-.... - ..... - .... - .... - I-, 25 - .... - --... a. -- i-30- ,-,- -- ,-- .... - .... 35 - ,._ -.... -.... - ,-- ._40- 15 9 EXPLORATORY BORING LOG CARLSBAD SHOPPING CENTER Carlsbad, California Foundation I Soll / Geological Engineers t-_P_RO_J_e_c_T_N_o_. --+----DA_T_E __ --,1 BORING S121-1 April 1974 NO. 5 .,,., .. :-.,...,.: .... ' I I I. I I I I .-1 I I I I I I I I I I I .. ,,...._,_, .......................... ------.....--·~·--..... _.,, .............. -,~ .. -·-· .. ,., ,, -,, . . . DRILL RIG Continuous Flight Auger SURFACE ELEVATION 351(Approx) LOGGED BY MRO .. DEPTH TO GROUNDWATER Hole Dry ATD BORING DIAMETER 8 Inches DATE DRILLED 4/12/74 •' zw-Iii OESCRiPTION AND CLASSIFICATION i @ ~ i: IC 2 (.) ti a:-:CZ 1-z...._ I-< ~ ~ C, Ci:' w wl-ICc,&;G:' DESCRIPTiON AND REMARKS SILTY SAND,· fine grained CLAYEY SAND, fine grained ..... SANDY CLAY Bottom of Boring = 14 Feet N?te: The strotlficatlon lines represent the approximate! boundary between moterlol types and the transition may be gradual. . " · SYM- SOL Lawney•llaldveer Assarlates Foundation I Soll I Geo/oglca/·Englneera COLOR brown gray gray- brown brown DEPTH _, <~I/) 1-Z a. cc ~ <w ili ffio(/) SOIL (FEET) ::!: tii-o ~~ ffi1C1-~ <' ZCl)..J CONSIST. TYPE (/) wwm 0 . Iii> a. cc_ (.) m - dense SM V LL 37 ... -... -... - - medium SC ,_ 5 -[ dense .... -i9 ,-- - very CL .... - stiff --10 -LL .... 20 17 2.6 ... -... - -15 - ,_ - -- ..... - ..... - --20-· -- I-- I---- -25 - --' -- ,_ - .... - i-30- .... - . ,_ - I-- I-- -35 - ·-- ,_ - ,_ - 1-40- E:XPLORATORY BORiNG LOG CARLSBAD SHOPPING CENTER Carlsbad, Caiifornia t--_P_R_o_J_E_CT_No_._-f-___ oA_T_E __ __. BORING 6 S121-1 April 1974 NO. zWZC/l O IC W:,: <.>a.cc-z ~ Iii :, (.) 6.4 I I -I· I I I I I I I I I I I I I I I· I DRILL RIG Corttinuous Flii:iht Auaer SURFACE ELEVATION 103'(Approx) DEPTH TO GROUNDWATER Ho I e Dry A TD BORING DIAMETER 8 Inches a: J------------------.--.---~---------...-~ DEPTH , i CONSIST. SOIL (FEET) ~ DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SAND, fine to medium grained SIL TY SAND, fine grained $YM-COLOR BOL brown medium dense brown medium .dense TYPE -V SP .... ,_ - ,_ - .... - SM .... - - ,_ - -10- .... - - .... - ,_ - LOGGED BY bAtE DRILLED very dense = 15 =rr: 54 9 ---.... ------------------··------~-+------1------f-20-SAND, fine graine_d light brown dense SP ,_ -... - ,_ - ,_ - : 25 =er 35 -- .... - ,_ - MRO 4/12;74 (grading very hard drilling) l============t===l===¾===:::::l::=:::::::f-3V(Hl==:l===li==t::===:::l;::::==f Bottom of Boring = 30 Feet Note: The stratification lines represent the opp~~i~te boundcu'y h!,tween material types and the transition fflC!Y be gradual. · lawney-Haldueier Assadates Foundation I Solt I Geological Engineer• ,-- ..... - -35 -·-- ,_ - ..... - .... - -40- EXPLORATORY BORING LOG CARLSBAD SHOPPING CENTER Carlsbad, California t---PR_o_J_E_CT_N_o._-+-___ D_AT_E __ _. BORING 7 S121-1 April 1974 NO. I I I I I I I I I I I 1· I I I I I I ' ... --·· .. ----~...------·--------, DRILL RIG Continuous Flight Auger SURFACE ELEVATION 34'(Approx) LOGGED BY MRO DEPTH TO GROUNDWATER 9 .0' A TD BORING DIAMETER 8 Inches DATE DRILLED 4/12,P4 '' . '. DESCRIPTION AND CLASSiHCATION a: DEPTH w DESCRIPTiON AND REMARKS SAND, fine to medium SANDY CLAY SYM-COLOR BOL light brown dark gray SAND, fine to medium grained gray CONSIST. loose medium dense stiff .. medium dense SOIL TYPE .SP CL SP '-- '-- ..... ,_ .._ ._ .... ,_ .._ L.. ..... ..J (l. (FEET) ::i; ~ r,. V -__ ._ -___ ,_ - 5 -[ - - - - 10- - - - - 7 13 14 2 SANDY CLAY gray very . browh stiff CL ..... 15 "" r Bottom of Boring= 16.5 Feet Note: The stratification lines represent the approximate/ boundary between material types and the transition may be gradual. . lawney•Hilldveer Assadates Foundation I Soll / Geological Engineer• '--34 ..... - I-- ..... - --20- L.. - ..... -.... - ..... - .__ 25 - -- ..... - .... - ,..:. - -30- .... - ..... - I-- '-~ '-35 - .L.. - -- -- -- --40- EXPLORATORY BORING LOG CARLSBAD SHOPPING CENTER Carlsbad, California 2.4 4.0 3.6 7.2 ..__PR_O_J_E_C_T_N_O_. _..._ __ D_A __ T_E __ __. BORING S121-1 April 1974 NO. 8 .1 I I I I I I .I I I I I I I I I I I I • • ., > • --··-··-·----------,----, DRILL RIG Continuous Flight Auger SURFACE ELEVATION 43'(Approx) LOGGED EiY MRO t;>EPTH TOGROIJNDWATER Hoie Dry ATD BORING DIAMETER 8 Inches DATE DRILLED 4/12/74 DESCRIPTION AND CLASSIFiCATION cc .._ _____________ __,·.,...·------.....--------i DEPTH w ...J II. :!: DESCRIPTION AND REMARKS SILTY SAND, fine grained (WELL COMPACTED FILL) t . SILTY SAND, fine grained Bottom of Boring = 15 Feet Note: · The stratification lines represent the approximate• bouncfary between material types and the transition moy J be .9radual. SYM SOIL (FEET) BOL COLOR CONSIST. TYPE /"I i}j V light medium SM -- gray & dense .... ._ -- brown --~'- -- light I-5 -[ brown ..,. - - light medium SM-._ - gray dense SP I-- -10 -[[ ..... .... - I-- ..... - 15 -- ..... - ..... ., .... - '--20-.... - I-- .... - ..... - ._ 25 - I-- ..... - '-- ,_ - ---30- '-- '-- ,_ - I-- ·'-35 -..... - ..... - ·'-- I-- ---40- zw-i .w ~ot: :CZ a:-cc I;~ G:' ,-z...._ wl- ~~Cl) ~ffi i1i z a: (I) ti-~ :: !z ::c WO:,: Zcn..J cnCCI--wwm 0 I-)- II. a: -0 !/)m 23 15 17 22 21 EXPLORATORY BORING LOG lawney·Haldueer Assadates Foundation I Soil I Geological Engineers CARLSBAD SHOPP I NG CENTF:R Carlsbad, California ...,__PR_O_J_E_C_T_N_,o_. -+---D_A_T_E __ ~ BORING S121-1 April 1974 NO. 9 0W !M ~ i: ii: (I) C) u:: z w z Cl) O cc w :,c: 0 II. a: - z~ Iii ::, 0 I I I I. I I I I I I I I _I I I I I I I DRll,.L RIG Continuous Flight Auger SURFACE ELEVATION 27'(Approx) LOGGED BY MRO DEPTH TO GROUNDWATER 6;5'.(S'ee Note 2) BORING DIAMETER 8 Inches DATE.DRILLED -4/12/74 . .; I=: -. DESCRIP_TION AND CLASSIFICATION 1-------,-----------~-r---'--~-----.,----.-1 DEPTH (FEET) DESCRIPTION AND REMARKS SILTY SAND, fine grained SANDY CLAY SYM-COLOR BOL 1-ight brown dark gray CONSIST. SOIL TYPE V -ll medium SM-,_ dense SP ,_ _ 19 ,-- stiff CL .... - : 5 =I 14 ..... - ..... - ..... - 19 . ,. 1.5 3.6 .... --10---'-~ - I 17 16 3.0 . 6.0 Bottom of Boring = 11.5 Feet Notes: 1) Piezometer installed to depth of 9 Feet after dri 11 ing. 2) Depth to groundwater estab- 1 ished on 4/17 /74. Note: The strotlflcatlon, fines repr,~sent the opproxlma,tel boundary between material types and the transition may be gradual. . lawney-lialdveer Assal:iates Foundation I Soll / Geologlcal Engineer• ,,, ..... .... - ..... - - .... 15 --- -- ,-- I-- ---20- .... - .... - -- -25 - -- -- I-- .... - -30- .... - I-- ---- -35 - ·-- ..... - ,-.. - ..... - '-40- EXPLORATORY BORING LOG CARLSBAD SHOPPING CENTER Carlsbad, California PROJECT NO. DATE B 1-----------1---------1 ORING lO S 121-1 April 1974 NO. -. _.,, "ft - I I I I 1· I I I I I I I I I I I I I· I· DRILL RIG Continuous Flight Auger SURFACE ELEVATION DEPTH TO GROUNDWATER 5. 5' A TD BORING DIAMETER DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS CLAYEY SAND, fine grained SANDY CLAY/CLAYEY SAND Liquid Limit = 31% Plasticity Index = 16% Passi_ng No .200 Sieve = 49% Bottom of Boring = 11 • 5 Feet Note: The 1tratlflcatlon lines represent the approximate boundary between material types and the lransltlon may : be 9rodual. _ : SYM- BOL .sz COLOR CONSIST. light medium brown dense dark firm gray stiff verf·. stif · 26'(Approx) 8 Inches DEPTH SOIL (FEET) TYPE " V SC ,_ - -SC I-:.. .... - .... 5 - .... -.... - .... - .... - ,__ 10 .... - .... - ,_ - I-- ,_ 15 - .... -.... -.... - I-- l-'-:20-.... ..: ,_ - .... - ,_ - ,:_ 25 - ,_ -.... - .... - .... - 1-30-. ,_ - ~ -.... - ,-- 1-35 - ..... --- ·-- I-- '-40- LOGGED BY MRO DATE DRILLED 4/12;74 Zw-, i w lil ~ :i: Qot;: :i:z a: a:-a: 1--<' z iii 1--w 1--Z....._ wl--ii:(l)<!Ju:-..I <~(/) 1--Z <<!J>u:-zWZ(I) Q. f: (I)== < IU wZCX:(I) ::. w-o :: !z ;i: WO:,: 0 a: w:,: < Z(l)..J (I) f: 1---(.)a.a:- (I) wwm 0 (I)·>-z ~ ti Q. a: -(.) m => (.) J_ 13 14 ~ 0.6 114 8 23 8 21 1.0 2.4 18 2.2 5.0 . EXPLORATORY BORING LOG lawney-Haldueer AssaEiates CARLSBAD SHOPPING CENTER Carlsbad, California Foundation I Soll / Geologlcaf.Englneers PROJECT NO, .DATE BORING t 1 SlZl-1 April 1974 NO. ,_._.,...,..,,.>,~ .... ·,ll , . ··~ --~ :' . I I I I 1· I I I -1 I I I I DRILL RIG Conti liuous Flight Auger SURFACE ELEVATION 301_(Approx) LOGGED BY MRO DEPTH TO GROUNDWATER Hole Dry ATD BORING DiAMETER 8 Inches DESCRIPTION AND CLASSii=iCATiON 1-----------------.r----r-------r-------r----l DEPTH DESCRIPTION AND REMARKS SYM SOIL (FEET) BOL COLOR CONSIST. TYPE . I'\ brown SILTY SAND, fine grained medium SM ---------------4----1-brow·n dense SP SAND, fine grained ·. (grading fine to coarse grained below 4 i=eet) Bottom of Boring = 10 Feet Note: The stratification lines represent the approximate! boundary ~tween material types and the transition may be gradual. • lawney-lialdueer Associates Foqndatlon I Soil I GeologlcalEnglneers medium ,-- dense ,-- I-- ,-5 --- - - -- -- 10 I-- .... - I-- .... - ,-i5 --- I---- .... - -20- I-- I-- I-- I-- I-25 - ,-- .... - .... - ,_ - -30.,.... .... - I-- ,-... - -- ·-35 - -- I-- I-- ,-- -40- EXPLORATORY BORING LOG CARLSBAD SHOPPING CENTER Carlsbad, CalHornia · .__P_Ro_J_E_C_T_N_o_. _ _._ __ D_A_T_E __ __. BORING Sl21-1 April 1974 NO. 12 I I I I 1· I I I I I I I I I I I I I I B-1 APPENDIX B -LABORATORY INVESTIGATION The natural water content was determined on selected samples and. is recorded on the boring logs at the appropriate sample depths. One Atterberg limits test and four No.200 Sieve tests were performed oh selected samples of the more clayey subsurface materials to determine the range of water content over which these materials exhibit plasticity and to classify the soil according to the Unified Soil Classification System. The results of the tests are presented on Figure B-1 ct'nd are also recorded on the boring logs at the appropriate sample depths. A compacti.on curve was performed on a representative bulk sample of the on-site surface soils. The results of this test are presented on Figure B-2. Three swel I tests were performed on selected undisturbed samples of the subsurface materials in order to determine their expansion potential. The results of these tests are presented in Table B-1. Two dry density tests were performed on selected samples of the subsurface soils to obtain addi- tional datd for analysis. The results of these tests are presented in Table B-2. An R-value test for use in pavement design was performed on a bulk sample of the on-site surface soils. The results of the test i~dicated the soil samp.le to have d design R-value of 5. I I I I I I I I I I I I I I I I I I I 60 / 50 ,' .... I"\ CH ,~<c-.· ~ ,, \; I.I y 40 V >< w CL / C ~ 30 ~ V MH 6 ~ ~ 20 / or - < I~ -..J OH o.; ·/ 10 7 ---, 4 CL-ML /// / /411' ML or OL ~------ 0 ML / I 0 10 20 30 40 50 60 70 80 90 100 LIOUID LIMIT (%) . NATURAL PASSING UNIFIED KEY BORING SAMPLE LIQUID PLASTICITY LIQUIDITY SOIL SYMBOL NO. DEPTH WATER LIMIT INDEX N0.200 INDEX CLASSIFiCAtloN CONTENT SIEVE (feet) % % % % SYMBOL -- e EB-11 5-6 23 31 16 49 0.5 SC* EB-1 5.5-6 14 --48 -SC* EB-3 5-6 26 --84 -CL EB-5 1 15 --51 -CL S-2 ----44 -SM* *Symbc I for coars, ~ grained s :iii' used si 1 ~ce less th ~n 50% pa• s.ing No.2 )0 sieve. .. - ... -.. ; .. .. , .. . . '• -. . . ~ . , ,·? r: .. --. -. . . - PLASTICITY CHART AND DATA i.awn1y-Haldv11r Assallates CARLSBAD SHOPPING CENTER Carlsbad, California Foundation I $oil I Geological Englnffrt PROJECT NO. DATE S121-1 . April 1974 Figure B-1 I I .I I I I I .I I I I- I I I .1 I I I I ... SAMPLE DEPTH SPECIFIC LIQUID PLASTIC NO, IFT,l SAMPLE DESCRIPTION GRAViTY LIMIJ INDEX . 1% S-1 0-1 Gray-brown CLAYEY SAND, fine grained ------ Zero Air Voids Curve 125 / (Sp. Gravity.= 2 .65) \ V . y ' \ ' 120 ~-.. " \ ~ V \ ' -() 10'' \ I\ 0. ... ~ \ \ >-~ I-l i5 -(/) \ z w ' Cl \ >-' a:: I\ Cl 11 O \ I\ \ ~ ' . 105 O \ 5 10 15 20 25 MOISTURE CONTENT % OPTIMUM WATER CONTENT% i4.0 .MAXIMUM DRY DENSITY, pcf 119.5 TEST DESIGNATION ASTM D1557-70T LOWNEY• KALDVEER COMPACTION ASSOCIATES TEST RESULTS Foundation / Soil / Geological Engineers CARLSBAD SHOPPING CENTER Carlsbad, California PROJECT NQ. I DATE DRAWING NO. ~121-I April IY/4 B-2 • ·,i::i.-~" I I I I 1· I I I I I I I I I I I I I I Exploratory · Boring Number 3 1 TABLE B-1 ~ RES UL TS OF SW~LL TESTS Initial' Final Natural Water Content-Water Content Sample Dry After After Surcharge Depth Density Air Drying Saturation Pressure Sweli (Feet) (pcf) (%) (%) (psf) (%) 5 to 6 97 11.5 30.0 144 7.2 5 to 6 119 2.9 17.6 144 4.6 5 to 6 119 3. 1 16.7 488 2.4 TABLE B-2 -RESULTS OF DRY DENSITY TESTS Exploratory Sample Natural 'Boring Depth Dry Density Water Cont.ent Number (Feet) -(pcf) (%) 1 5 to 6 118 14.2 11 5 to 6 104 ~3.0 I I I I I I I I I I I· I 1· I I I .. I I I 1. GENERAL A. Scope of Work APPENDIX C GUlDE SPECIFICATiONS. -SITE EARTHWORk FOR CARLSBAD SHOPPING CENTER CARLSBAD, CALIFORNIA ··These specifications and applicable plans pertain to and include all site earthwork including, but not limited to, the furnishing of all labqr, tools, and equipment necessary for site clearing and stripping, disposal of excess materials, excavation, preparation of foundation materiais for receiving fill, and placement and compaction of fi.11 to the lines and grades shown on the project grading plans. B. Performance The Contractor Warrants all wo_rk to be performed and al I materials to be tumished under this contrdct against defects in materials or workmanship for a period of ____ year(s} from the date of written acceptance of the entire construction work by the Owner. Upon written notice of any detect in materials or workmanship during said __ __,year period, the Contractor shall, -at the option of the Owner, repair or replace said defect and any damdge to other work caused by or resulting from such defect without cost to the Owner. This shall not 1-imit any rights of the Owner un<;ier the "acceptance and .inspection II claose of this cotitrdd. The Contractor shall be responsible for the satisfactory completion of all site earthwork in accordance with the project plans and specifications. This work shal I be observed and tested by d representative of Lowney/Kaldveer Associates, hereinafter known as the Soil Engineer. Both the Soil Engineer and the Architect/Engineer are the Owner's representatives. If the Contrctctor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary readjustments until ali work is deemed satisfactory as determined by the Soil Engineer and the Architect/Engineer. No deviation from fhe specifications shal I be made except upon wr.itten approval of the Soil Engineer or Architect/ Engineer. No site earthwork shall be performed without the physical presence or approval of the Soil Engi- neer. The Contractor shall notify the Soil Engineer aHeast twenty-four hours prior to commence- ment of any aspect of the site earthwork. The Soil tng ineer shal i be the Owner 1s representative to observe .the earth-vvork operations during the site preparation work and placement and compaction of fills. He shal I make enough visits to the site to familiarize himself generally with the progress and quality of the work. He shall make a sufficient number of tests and/or observations to enable him to form an opinioh regarding 1i .... ' I I I I 1· I I I I I I I I I I I I I I C-2 the adequacy of the site preparation, the acceptability of the fill materfol', and the extent to which the compaction of the fill, as placed, meets the specification requirements. Any till that does not meet the specification requirements shall be removed and/or recompacted until fhe require men ts are satisfied. In accordance with generally accepted construction practices, the Contractor shall be solely and completely tesponsihle for working conditions dt the job ·site, including safety of all persons and property dµring performance of the work. This requirement shal I apply continuously and shail not be limited to normal working hours. Any construction review of the Contractor's performance conducted by the Soil Engineer is hot inten~d to include review of the adequacy of the Contractor's safety measures in, on ot near the construction site. Upon completion of the construction work, the Contractor shall certify that all compacted fills and foundations· are in place at the correct locations, have the correct dimensions, are plumb, and have been constructed in accordance with sound construction practice. In addition., he shctl I certify that the materiais used are of the types, quantity and quality required by the plans arid C::::::::V-- specifications. C. Site and Foundation Conditions The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the soil report titled "Foundation Investigation, Carlsbad Shopping Center, Carlsbad, California". The Contrdttor shall not be relieved of liability under.the contract for any loss sustained as d result of Gny variance between conditions indicated by or deduced from the soil report and the actual conditions encountered during the course of the work. The Contractor shall, upon becoming aware of surface and/or subsurface conditions differing from those disclosed by the original soil investigation, promptly notify the Owner as to the nature and extent of the differing conditions, first verbally to permit verification of the conditions, and then in writing. No claim by the Contractor for any c<;rnditions differing from those anticipated · in the plans ahd specifications and disclosed by the soil investigation will be allowed unless the Contractor has so notified the Owner, verbally and in writing, as required above, of such changed conditions. D. Dust Control The Contractor shall assume responsibility for the alleviation or prevention of any dust nUisdnce on or. about the site or off-site borrow areas.' The Contrqctor shall assume all liability; including court costs of co-defendants, for all claims related to dust or wind-blown materials attributable to his work. I I I I I I I I I I I I I I I I .. I I I C-3 ti. DEFINITION OF TERMS STRUCTURAL FiLL -Ail soil or soil-rock material placed ot the site in order to raise grades or to backfill excavations, and 1.Jpon· which the Soil Engineer has made sufficient tests and/or observations to enable him to issue a written statement that, in his opinion, the fill has been placed and compacted in accordance with the specification requirements. ON-SITE MATERIAL -Material obtained from the required site excavations. IMPORT MATERiAL -Material obtained from off-site borrow areas. ASTM SPECIFi.CATIONS -The 1970 edition of the American Society for Testing and Materials · Stdnddrds. · DEGREE OF COMPACTION -The ratio, expressed as a percentage, of the in-piace dry density of the compacted fill material to the maximum dry density of the same material as deter- mine9 by ASTM Test Designation D1557-70. · Ill. SiTE PREPARATION A. Clearing and Grubbing The Contractor shall accept the site in its present condition and shall remove from the area of the designated project earthwc;,rk all obstructions including concrete. rubble,· buried utility ltnes, and miscellaneous debris. Such materials shal I become the property of the Contractor dnd shail be removed from fhe site·. Holes resulting from the removal of buried obstructions that exte':)t below the finish subgrade level shall be cleared and bac~fil led with structural fil I .. B. Stripping The site shall be stripped to a minimum depth of 3 inches or to such greater depth as the Soil Engineer in the field may consider as being advisable to remove. all surface vegetdtion and organic laden topsoil. Stripped topsoil with an organic content in excess of 3 percent by volume shall be stockpiled for possible use in landscaped areasi_if so directed by the Archited/Ehgiheer. Otherwise, all stripped materials shaU become the property of the Contractor and shall be removed from the site. iV. EXCAVATION All excavat~on shall be performed to the lines and gr~des and within the tolerances ~pecified on the projec~ grd_ding plans. All over-excavation below the grades specified shall be backfilled at the Contractor's expense an.d shal.l be compc;icted in accord<:1nce with the specifi~ations. The Contractor shall assume full responsibility for the stability of.all temporary construction slopes at the site. '• •. " '. JI"', 'i!,.:0 ••1•: I I I I I I I I I I- I I I I I -I 1· I: I c-4 V. SUBGRAbE_PREPARATION Surfaces to receive compacted fill, and those oh which concrete slabs and pavements will be constructed, shall be scarified to a minimum depth of 6 inches; moisture conditioned and com~dded. Al I ruts, hummocks, or other uneven surface features shal I be removed by surface grading prior to placement of any fil I materials. All areas which are to receive fil I material shall be approved by the Soil Engineer prior to the placement of any fill material. VI. GENERAL REQUIREMENTS FOR.FILL MATERIAL Al I fii I material must be approved by the Soil Engineer. The material shal I be a soil or soil-_ tock mixture which is free from organic matter or other deleterious substances. The fill mdterial sha 11 not contain rocks or rock fragments over 6 inches in greatest dimension and not more than 15 percent shall be over 2.5 inches in greatest dimension. Some larger rocks may be incorporated into the lower portions of the fill if the rocks are widely spaced and if the spacing method ls approved by the Soil Engineer. On-site material having an organic content of less than 3 percent by volume is suitable for use as fill except that potentially expansive clayey soils as determined by the Soil Engineer shall not be used as fill within 12 inches of the finished subgrade surface in building and pavement areas. In addition, any potentially expansive soil exposed at the finish subgrade surface on building pads in cut areas shall be excavated to a depth of 6 to 12 inches below the fintsh subgrade level as directed by the Soil Engineer and replaced with non-expdnslve granular soil. In addition to the preceding requirements, any required imported fill material shall be a noh- expahsive granular soil with a plasticity .index of 12 or less. Vtl. PLACING AND COMPACTING FILL MATERIAL All structural fill shall be compacted by mechanical means to produce a minimum degree of com- . padion of 90 percent. as' dete1mined by ASTM Test Designation ·D 1557-70; Field density tests shall be performed in accordance with either ASTM Test Designation D1556-64 (Sand-Cone Method) or ASTM Test Designation D2922-71 and D3017-72 (Nuclear Probe :Method). The locations and number of field density tests shall be determined by the Soil Engine.er. The results of these tests and compliance with these specifications shall be the basis upon which satisfactory completion of work shall be judged by the Soil Engineer. Fili material shall be placed in uniform lifts not exceeding 8 inches in uncompacted thickness. Before compaction begins, the fill shall be brought to a water content that wil I permit proper compaction by either: (1) aerating the fill if it is too wet, or (2) moistening the fill ~ith water if it is too dry. Each lift shall be thoroughly mixed before compaction to ensure a uniform dis- tribution of mot store. · · . . Fill slopes shall be constructed so as to c;issure that the minimum required degree of compaction is obtained out to the finished slope surface. This shal'I be accomplished by 11bdckroiltng 11 with a sheepsfoot roller or other suitable equipment in 3 to 5 foot vertical increments as the Fifi is raised. I I I I I I I I- I I· I I I I I I ·1 I I C-5- VIII. TRENCH BACKFILL Pipeiine trenches shall be backfilled with compacted structura, fill. Backfill material shall be placed in iifts not exceeding 8 inches in uncompctcted thickness and compacted by mechanical means to a tninirrium degree of compaction of 85 percent. in al I slab-on-grade and pavement areas, the Upper 3 feet of trench backfill shali be compacted to a minimum degree of compaction of 90 percent. IX. TREATMENT AFTER COMPLETION OF EARTHWORK After the earthwork operations have been completed and the Soil Engi.neer has finished his obser- vation of the Work, no further earthwork operations shall be performed except with the approval of and under the observation of the Soil Engineer. It shal I be the responsibility of the Contractor to prevent erosion of freshly graded areas during construction and until such time as permanent drainage and erosion control measures have been instailed. OERJIFICATE OF COMPLIANCE Part 1 ot 2 ENV- PROJECT NM4E DATE JECT ADDRESS PRINCIPAL DESIGNER· ENVELOPE Building Permit # t, DOCUMENTATION AUTHOR . BUILDING CONDITIONED FLOOR AREA ,( G boo ~,,,. 2- BUILDING TYPE NONRESIDENTIAL D HIGH RISE RESIDENTIAL D HOTELJMOTEL GUEST ROOM PHASE OF CONSTRUCTION NEW CONSTRUCTION D ADDITION D A!-TERATION D UNCONDITIONED (File Affidavit) METHOD OF ENVELOPE D COMPONENT ~ OVERALL ENVELOPE COMPLIANCE D PERFORMANCE STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations. This certificate applies only to building envelope requirements. The Principal Envelope Designer hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application. The proposed building has been designed to meet the envelope requirements contained in sections 110, 116 through 118, and 143 or 149 of Title 24, Part 6, Chapter 1. hdase check one: ~ I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this · document as the person responsible for its preparation: and that I am a civil engineer or architect. ~ D D I affirm that I am eligible under the e::emption to Division 3 of the Business and Professions Code by Section 5537.2 ol-J- the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am ½ licensed contractor preparing documents for work that I have contracted to perform. v I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section ___ _ of the _______________ Code to sign this document as the person responsible for its preparation; and for the following reason:------------'--------------------- PRINCIPAL ENVELOPE DESIGNER· NAME LIC. NO. Ct'2. <P-, I 'I.) ENVELOPE MANDATORY MEASURES Indicate location on plans of Note Block for Mandatory Measures . . For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms·, please refer to the Nonresidential 1nual published by the California Energy Commission. c:NV-1: Required on plans for all submittals. Part 2 may be incorporated in schedules on plans. ENV-2: Used for all submittals; choose appropriate version depending on method of envelope compliance. ENV-3: Optional. Use if default U-values are not used. Choose appropriate version for assembly U-value to be calculated. Nonruki9ntia/ Ccmp/iana, Form ··~ C CERTIFICATE OF COMPLIANCE , Part 2 ot 2 ENV- OPAQUE SURFACES · ASSEMBLY NAME INSULATION R·VALUE CONSTRUCTION TYPE (ag. Wall-1, Floor·1) (ag. R-19; R-22, etc.) (eg. Block, Wood, Metal) WAI),,-I ~-1 iq w l?c>t:i ~p~, I ~-lq Wt?-o'O. I WINDOWS. WINDOW NAME NO.OF FRAME TYPE (eg. Window-1) PANES (ag. Wood. Metal, ate.) W\NO~W-1 I Wt>Pt?. ' . LOCATION/COMMENTS: (ag. Suspended Ceiling, Demising, etc.) oti::fo/~~ WAL..L,. lu)p~ I EXTERIOR OVERHANG GLAZING TYPE SHADE? CREDIT? (eg. Clear, Tinted) Mo No C.,u,_~ · NOTETO FIELD NOTET 0 FIELD .• SKYLIGHTS • · SKYLIGHT NAME (eg. Sky·1) -e- NO.OF PANES FRAME TYPE (eg. Wood, Metal, etc.) NOTES TO FIELD -For Building Department Use Only Non~sidenfja} Complisn~ Form SKYLIGHT MATERIAL (eg. Glass,. Plastic, etc.) GLAZING TYPE NOTE TC (eg. Clear, ate.) . FIELD . \' ENVELOPE COMPONENT METHOD ENV-2 GROSS WALL AREA(GWA) GWAXU If the PROPOSED WINDOW A.REA is greater than the MAXIMUM ALLOWABLE WINDOW AREA, then go to another method. OISPLA Y PER- IMETER (OP) -e- DPX6 GREATER OF ~ ! I MAXIMUM ALLOWABLE WINDOW AREA /1-. I PROPOSED ....__ __ fo........_V ........ k_...., WINDOW AREA OPAQUE SURFACES ASSEMBLY NAME (eg. Wall·1, Floor-1) WAVv, TYPE (eg. Roof, Wall, Frame) WotJO WtJtfr? - HEAT CAPACITY ATRIUM HEIGHT ~ FT ['F<SS'__J L,F>Ss 1 ALLOWED o/. • .05 ALLOWED%• .1 I I ._____ _ ___.I xi.__ _ _____.I =I.__ _ ___. ALLOWED% GR. ROOF AREA If the ACTUAL SKYLIGHT AREA is greater than the ALLOWED SKYLIGHT AREA. then go to another method. ALLOW. SKY. AREA $ -.__I _ ___. ACTUAL SKY. AREA ASSEMBLY U-VALUE• TABLE INSULATION A-VALUE• VALUES? PROPOSED MIN. ALLOWED PROPOSED 'YINI MAX. ALLOWED O--t>1 0(g] (;:). 1)1'2.- o ,&>G 0[&] o,o'?h OD DD DD • For e~ch assembly type, meet the minimum insulation A-value or Iha maximum assembly U-value. WINDOWS WINOOWNAME (eg. Window-1, Window-2) ·w-l ORIENTATION N E S W DD~D DODD ODDO DODD U-VALUE #·OF PROP. ALL.QW. PANES -SC /,I? ,.~~-I ,tl4 PROPOSED RSHG OVERHANG PROP. ALLOW. H V HN OHF RSHG RSHG lo1 t6 1 0,,1 o.~ o,4b o,1 \ I SKYLIGHTS . SKYLIGHT NAME (eg. Sky-1, Sky-2) Nonresidtt1nt,s/ Complianc:8 Form GLAZING TRANSLUCENT! TRANSPARENT D D D D D D D D #OF U-VALUE SHADING COEFFICIENT PANES PROPOSED ALLOWED PROPOSED ALLOWED {)6~mber 19- I PROJECT NAME 1H e t,0012 COMPONENT DESCRIPTION SKETCH OF ASSEMBLY · CONSTRUCTION COMPONENTS ASSEMBLY NAME ASSEMBLY TYPE I WAI);--I I e FRAMING MATERIAL ._I _· ....... w ......... Pi .... ~ ..... 12 __ _ FRAMING SIZE l._ _ _.'v...__)(_4? __ _. FRAMING PERCENTAGE !.__ _ __._/-.f1....,1f--o __ ____. Floor Wall Ceiling/Roof Fr%: 1ft 15% (16° o.e. Wall) 12°/• (24° o.e. Wall) 1001. (16° o.e. Floor/Ceil.) 7"/o (24° o.~. Floor/Ceil.) A-VALUE . HEAT CAPACITY (Optional) 1 2 3 4 5 6 7 DESCRIPTION SURFACE AIR FILM CAVITY A-VALUE (Re) WOOOFRAME A-VALUE (Rt) o,ti WALL WEIGHT (lbs/st) 1,G I, +-z.. - 2. 0~ - INSIDE SURFACE AIR FILM 0~ t:,~ O, bf?_ SUBTOTAL I I 6 ... 1 Z, I 1, q b I Re Rf u t:J, ,:,~ X I t>,f2(z u + LJ ,9,1? I X ,___o_. ~----? _LJ 1 /Re 1 -(Fr4/o / 100) 1 / Rf Fr4/o / 100 COMMENTS - Nonrssidenb'al Comp/ian(:{I Fonn SPECIFIC HC HEAT (AXB) (Btu/F..Jb) (Btu/F-st) () • '2.. I, 6t:> o.;iq o.4) I -- t:'-2-~ ~.,;;t} I -- TOTAL HC 2,, 4~ --I o-01 I ASSEMBLY U-VALUE 17 ! i I ! l PROPOSED CONSTRUCTION ASSEMBL V ENV-., IPAOJECTNAME c"f/k 41. ~ne--pt't? COMPONENT DESCRIPTION SKETCH OF ASSEMBLY CONSTRUCTION COMPONENTS DESCRIPTION OUTSIDE SURFACE AIR FILM 1 2 . 3 4 5 6 7 · .. ASSEMBLY NAME ASSEMBLY TYPE v FRAMING MATERIAL I . Wt?CJ"(? 'FRAMING SIZE I 2:: )( I 'k FRAMING PERCENTAGE 1 1 ~rr> Floor Wall Ceiling/Roof Fr%: 1 15% (16• o.e. Wall) 12% (24" o.e. Wall) 10% (16" o.e. Floor/Ceil.) 7°/. (24" ~.e. Floor/Ceil.) A-VALUE HEAT CAPACITY (Optional) CAVITY A-VALUE (Re) . o, 0, WOOD FRAME A-VALUE (Rf) o .. ( WALL WEIGHT (lbs/sf) z, I 1 2,\ j --- 0. 'th SPECIFIC HC HEAT (AXB) (Btu/F-lb) (Btu/F-sf) o .. -~G 0 --11 o,z.tj o_ 61 . - -- E> -\4-o-1~ INSIDE .SURFACE AIR FILM O, . o • '/ SUBTOTAL I tz-.'2-~411 1 · ~1 I Re Rf TOTAL HC . , • G l LJ (l,p,f x I o,qq, LJ + D P-!P X P,'77 u = I O,t>t; I 1 /Re 1 -(Fr°/. / 100) 1 / Rf Fr°/o / 100 ASSEMBLY U-VALUE COMMENTS . Nonruidflntial Ccmplian~ Form I ! PROJECT NAME DATE ,. "JECT ADDRESS Building Pennit t BUILDING TYPE NONRESIDENTIAL D HIGH RISE RESIDENTIAL D HOTEUMOTELGUESTROOM PHASE OF CONSTRUCTION [}{) NEW CONSTRUCTION D ADDITION D ALTERATION METI-1OO OF MECHANICAL ~ PRESCRIPTIVE D PERFORMANCE COMPLIANCE PROOF OF ENVELOPE COMPLIANCE D PREVIOUS ENVELOPE PERMIT ~ ENVELOPE COMPLIANCE ATTACHED STATEMENT OF COMPLIANCE · This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations. This certificate applies only to building mechanical requirements. The Principal Mechanical Designer hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets. with the specifications, and with any other calculations submitted with this permit application. The proposed building has been designed to meet the mechanical r~-.uirements coritaine<: ir. sections 110 thr~ugh 115, 120 through 124, 140 thro~gh 142, 144 and 145. Please check one: D D I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible .for its preparation; and that I am a civil engineer, mechanical engineer, or architect I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section 5537.2 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am a licensed contractor preparing documents for work that I have contracted to perform. I affirm that I am eligible .under the exemption to Division 3 of the Business and Professions Code by Section __ _ of the _________________ Code to sign this document as the person responsible for its preparation; and for the following reason:----------------------------- PRINCIPAL MECHANICAL DESIGNER· NAME I Indicate location on plans of Note Block for Mandatory Measures For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms, please refer to the Nonresidential Manual published by the California Energy Commission. MECH-1: Required on plans for all submittals. Parts 2 & 3 may be incorporated in schedules on plans. MECH-2: Required for all submittals: choose appropriate version depending on method of mechanical compliance. MECH-3 and MECH-4: Required for all submittals. Nonf9sid9ntiDJ Ccmpliane41 Form CERTIFICATE OF COMPLIANCE Part2ot3 MECH-1 iPROJECT NAME . ~~t2Pf2 ~? SYSTEM FEATURES . MECHANICAL SYSTEMS II Att --~ 11 A~-; NOTE TO FIELD TIME CONTROL $ 4 SETBACK CONTROL ~ ISOLATION ZONES HEAT PUMP THERMOSTAT? N ELECTRIC HEAT? N FAN CONTROL A VAV MINIMUM POSITION CONTROL? N SIMULTANEOUS HEAT/COOL? N HEAT AND COOL SUPPLY RESET? ~ N VENTILATION B 'o /? OUTDOOR DAMPER CONTROL? A ECONOMIZER TYPE A OUTDOOR AIR CFM HEATING EQUIP. TYPE i HIGH EFFIC.? MAKE AND MODEL NUMBER COOLING EQUIP. TYPE I HIGH EFFIC.? MAKE AND MODEL NUMBER / I CODE TABLES: Enter code from table below into columns above. I HEAT PUMP THERMOSTAT? TIM~ CONTROL SETBACK CTRL. ISOLA llON ZONES · ·.FAN CONTROL S: Prog. Switch H: Heating Ent.er number of I: lnlel\/anes ELECTRIC HEAT? 0: Occupancy Sensor. C: Cooling Isolation Zones. P: Variable Pitch M: Manual Timer ·e: Both V:VFO VAV MINIMUM POSITION CONTROL? Y: Yes 0: Other N:No SIMULTANEOUS HEAT/COOL? VENTILATION OUTDOOR DAMPER ECONOMIZER O.A. CFM HEAT ANO COOL SUPPLY RESET? B: Air Balance A: Auto A:Air Enter Outdoor Air C: Outside Air Cert. G: Gravity W: Water CFM. HIGH EFFICIENCY? M: Out >Jr Measure N: Not Required Note: This shall be no 0: Demand Control less than Column G on N: Natural MECH-4. j ~ NOTES .TO FIELD-For Building De artment Use Only - 2. CERTIFICATE OF COMPLIANCE Part2ot3 MECH-1 SYSTEM FEATURES . il .... _ __,_J.,..;.._--1-----' MECHANICAL SYSTEMS NOTE TO FIELD TIME CONTROL SETBACK CONTROL ISOLATION ZONES HEAT PUMP THERMOSTAT? ELECTRIC HEAT? ' FAN CONTROL VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT/COOL? HEAT AND COOL SUPPLY RESET? VENTILATION OUTDOOR DAMPER CONTROL? ECONOMIZER TYPE OUTDOOR AIR CFM HEATING EQUIP. TYPE j HIGH EFFIC.? MAKE AND MODEL NUMBER COOLING EQUIP. TYPE I HIGH EFFIC.? MAKE AND MODEL NUMBER r I COD.E TABLES: Enter code from table below. into columns above . I . HEAT PUMP THERMOSTAT? TIME CONTROL SETBACK CTRL. ISOLATION ZONES FAN CONTROL · S: Prog. Switch H: Heating Enter number of I: Inlet VSN3s ELECTRIC HEAT? O: Occupancy Sensor C: Cooling Isolation Zones. P: Variable Pilch M: Manual Timer B: Both V:VFD VAY MINIMUM POSITION CONTROL? Y: Yes 0: Other N:No SIMULTANEOUS HEAT/COOL? VENTILATION OUTDOOR DAMPER ECONOMIZER O.A. CFM HEAT ANO COOL SUPPLY RESET? B: Air Balance k.Auto A: Air Enter Outdoor Air C: Outside Air 0.rt. G: Gravity W:Water CFM. HIGH EFFICIENCY? M: Cul Air Measure N: Not Required Note: This shall be no 0: Demand Control less than Column G on I N: Natural MECH-4. l '-. ... NOTES TO FIELD-For Building De artment Use Only , N;:,n,ws,d,moal Cvmpl,o.n.:tJ Form CERTIFICATE OF COMPLIANCE Part2ot3 MECH-1 SYSTEM FEATURES . ,---------------, I MECHANICAL SYSTEMS ...._lsYS_TE_M_N_AM_e ____ ___,I ;:::· ==e=~=':::::'====:::" tA H .,.,. I NOTE TO FIELD TIME CONTROL -$ SETBACK CONTROL '. C; ~ ISOLATION ZONES -er -e--e- HEAT PUMP THERMOSTAT? . N N ELECTRIC HEAT? N tJ y FAN CONTROL N N VAV MINIMUM POSITION CONTROL? N N SIMULTAN.EOUS HEAT/COOL? HEAT ANO COOL SUPPLY RESET? N VENTILATION N OUTDOOR DAMPER CONTROL? ECONOMIZER lYPE OUTDOOR AIR CFM HEATING Eau1P. lYPE I HIGH EFi1c.? MAKE ANO MODEL NUMBER COOLING EQUIP. lYPE I HIGH EFFIC.? MAKE ANO MODEL NUMBER r I CODE TABLES: Enter code from table below into columns above. I HEAT PUMP.lHERMOSTAT? TIME CONTROL SETBACK CTRL. ISOLATION ZONES FAN CONTROL S: Prog. Switch H: Heating Enter number of I: Inlet Vanes ELECTRIC HEAT? O: Occupancy Sensor C: Cooling Isolation Zones. P: Variable Pilch VAV MINIMUM POSITION CONTROL 7 M: Manual'iim&r ·6: Bolh V:VFD Y: Yes 0: Other SIMULTANEOUS HEAT/COOL? N:No VENTILATION OUTDOOR DAMPER ECONOMIZER O.A. CFM HEAT AND COOL SUPPLY RESE·T? B: >Jr Balance A: Auto . A: >Jr Enter Outdoor Afr C: Outside >Jr Cert. G: Gravity W:Water CFM. HIGH EFFICIENCY? M: Out >Jr Measure N: Not Required Nole: This shall be no D: Demand Control less than Column G on N: Natural MECH-4. I NOTES .TO FIELD .. For Building De artment Use Only - N.:,n,"Ps1.J.1ntulf C}mpl,an,'"'1 FOfTTI t.: CERTIFICATE OF COMPLIANCE Part3ot3 MECH- SYSTEM NAME AL---I At--2. -! At-... ? At--4 At,~ At..; .... &? DUCT LOCATION (Roof, Plenum, etc.) l:?iM'tvllJM ",/ - DUCT TAPE ALLOWED? y N 000 D!Zl ' D[X] D~ 0(21 000 DD DD DD DO DO DO DD DD PIPE INSULATION . SYSTEM NAME PIPE TYPE (Supply, Return, etc.) t:'Pt~l;e \.h,f WA1e12-~L/1' I I INSULATION REQUIRED? y N ~o DD DD DO DO DD DO DD DD DUCT INSULATION A-VALUE 2. I ~ NOTE TO FIELD NOTE TO FIELD NOTES TO FIELD -For Building Department Use Only · ! I MECHANICAL SIZING AND FAN POWER MECH-2 ? SYSTEM NAME ... NOTE: Provide one copy ol this foon tor each mechani<:al system when using the Prescriptive Appcoach. SIZING and EQUIPMENT SELECTION . .: 1. DESIGN CONDITIONS: ·OUTDOOR,ORYBULBTEMPERATURE • OUTDOOR, WET BULB TEMPERATURE • INDOOR, DAY BULB TEMPERATURE 2. SIZJNG: • VENTILATION LOAD • ENVELOPE LOAD • LIGHTING • PEOPLE • MISC. EQUIPMENT ·OTHER ·OTHER I ?; O () O I · TOTAL CFM (From MECH-4) . 15,0 WATTS/SF # OF PEOPLE (From MECH-4) WATTS/SF (Desc ibe) 1--c_o_,o,...L_1N_G---i I H;; I TOTALS 3. SELECTION: A. SAFETY/WARMUP FACTOR B. MAXIMUM ADJUSTED LOAD (Totals from above X SafetyM'armup Factor) C. INSTALLED EQUIPMENT CAPACITY IF LINE 3-C IS GREATER THAN LINE 3-B, EXPLAIN FAN POWER CONSUMPTION / ~ [ID @] [ID DESIGN EFFICIENCY FAN DESCRIPTION -BRAKE HP MOTOR DRIVE / . ', . NOTE: Include only fan systems axcoeding 25 HP (see §14-4). Total Fan System Power Demand may not exceed 0.8 Watts/CFM for I constant volume systems oc 1.25Watts/CFM loc VAV systems. N.:>nr»skillntw.J Comp/~ Form I '2--I KBtu /Hr [ID II] NUMBER PEAK WATTS OF FANS 8 X E X 7 46 / (C X 0) TOTALS I TOTAL FAN SYSTEM POWER DEMAND WATTS/CFM 11 I 44,11 ( oi.cso KBtu / Hr @] CFM (Supply Fans) . Col. F /Col. G ' ! °'1=bfi>f 1~ NOTE: Provide one copy or lhis ronn tor each mec:hat1ical system When using lhe Prescriptive Approach. SIZING and EQUIPMENT SELECTION . 1. DESIGN CONDITIONS: ·OUTDOOR,ORYBULBTEMPERATURE • OUTDOOR, WET BULB TEMPERATURE • INDOOR, ORY BULB TEMPERATURE 2.SIZJNG: • VENTILATION LOAD • ENVELOPE LOAD • LIGHTING • PEOPLE • MISC. EQUIPMENT ·OTHER ·OTHER COOLING ~ -~ I fooo I TOTALCFM (From MECH--4). I ,&10' WATTS /SF /:,O l·OF PEOPLE (From MECH--4) tj,t; WATTS/SF ov.<l ~~~ (Ohl~f./4~ ~ (Describe) 1----"---'2.. -=-=---t~ ~ TOTALS 1t)·'7 11 ,e,.12, 3. SELECTION: A. SAFETY/.WAAMUP FACTOR B. MAXIMUM ADJUSTED LOAD (Totals from above X Safety/Warmup Factor) C. INSTALLED EQUIPMENT CAPACITY IF LINE 3-C IS GREATER THAN LINE 3-8, EXPLAIN FAN POWER CONSUMPTION DESIGN FAN DESCRIPTION B:tAKE HP NOTE: Include only Ian systems exceeding 25 HP (see § 144). Total Fan System Powe, Demand may not excoed 0.8 Walts/CFM lor constant volume systems or 1.25 Walts/CFM for VAV systems. Nonrpsidf>ntitJJ Comp/~ Form @] EFFICIENCY ·MOTOR PAIVE KBtu / Hr KBtu I Hr NUMBER PEAK WATTS CFM OF FANS B X E x 7 46 / (C X 0) (Supply Fans) TOTALS I I.__ __ _ TOTAL FAN SYSTEM I POWER DEMAND _ WATTS I CFM '-Co-1.-F-,-eo-,.-a--' 7 MECHANICAL SIZING AND FAN POWER MECH ? NOTE: Provide OOQ copy ot lhis tocrn tor each mech81'1ical system when using lhe Prescriptive Approach. SIZING and EQUIPMENT SELECTION . 1, DESIGN CONDITIONS: • OUTDOOR, ORY BULB TEMPERATURE 1--c_o=o_L_1N_G---1 I H~~G • OUTDOOR: WET BULB TEMPERATURE • INDOOR, ORY BULB TEMPERATURE 2.SIZING: • VENTILATION LOAD foi=>t? I TOTAL CFM (From MECH'-4). • ENVELOPE LOAD • LIGHTING j ,tjo WATTS/SF • PEOPLE 4-o # OF PEOPLE (From MECH-4) • MISC. EQUIPMENT '5,.() WATTS/SF • OTHER oiu-± i.&¼ • OTHER (O~~rk WAt (Describe) TOTALS 3. SELECTION: A. SAFETYN/ARMUP FACTOR B. MAXIMUM ADJUSTED LOAD (Totals from above X SafetyN/armup Factor) C. INSTALLED EQUIPMENT CAPACITY IF LINE 3-C IS GREATER THAN LINE 3-B, EXPLAIN KBtu / Hr -f. 4? /:?b, e,8 141,~ (7 KBtu / Hr FAN POWER CONSUMPTION . DESIGN FAN OE:SCRIPTION ·e::IAKE HP NOTE: Include only Ian systems exceeding 25 HP (see §1«). Total Fan System Power Demand may not exceed 0.8 Watts/CFM for constnnt volume systems OC' 1.25 Watts/CFM tor VAV systems. EFFICIENCY MOTOR DRIVE NUMBER PEAK WATTS CFM OF FANS 8 XE x 746 / (C X D) (Supply Fans} TOTALS I I.__ __ TOT AL FAN SYSTEM I POWER DEMAND _ WATTS/ CFM .._Co_l. -F /_Co_J __ G- NOTE: Provide ON copy of !his fom, tor each mechanical system when using the Prescriptive App,oach. SIZING and EQUIPMENT SELECTION . , 1. DESIGN CONDITIONS: • OUTDOOR, DRY BULB TEMPERATURE • OUTDOOR, WET BUL~ TEMf>ERATVRE • INDOOR, ORY BULB TEMPERATURE 2. SIZING: • VENTILATION LOAD • ENVELOPE LOAD • LIGHTING • PEOPLE • MISC. EQUIPMENT • OTHER ·OTHER ;{.o ao I TOTAL CFM (From MECH-4) . WATTS/SF # OF PEOPLE (From MECH-4) WATTS/SF 1--c_o_o_L_1N_G----1 I H; ~NG ' -. I?,* ~ ToTALs I q CJ .. f;Jo 11 4-,, ~ -z.. 3. SELECTION: A. SAFETYiWARMUP FACTOR B. MAXIMUM ADJUSTED LOAD (Totals from above X SafetyiWarmup Factor) C. INSTALLED EQUIPMENT CAPACITY IF LINE 3-C IS GREATER THAN LINE 3-8, EXPLAIN FAN POWER CONSUMPTION IA} !ID @] [Q] DESIGN EFFICIENCY FAN DESCRIPTION B;;tAKE HP· MOTOR DRIVE " L ~ NOTE: Include only fan systems exceeding 25 HP (s&e §144), j j Total Fan Systam Power Demand may not excHCI 0.8 Watt.s/CFM for ,enstant volume systams or 1.25 Watt.s/CFM roe VAV systems. 1 KBtiJ / Hr [ID [El NUMBER PEAK WATTS OF FANS 8 X E X 7 46 / (C X 0) TOTALS I TOTAL FAN SYSTEM POWER DEMAND WATTS/CFM 11 I ft,1,, i, ~41.~o KBtiJ / Hr @] CFM (Supply Fans) Col. F / Col. G MECHANICAL SIZING AND FAN POWER MEC NOTE: Provide-ono copy of this form IOC' each mechanical system when using the Prescriptive Approach. SIZING and EQUIPMENT SELECTION . . 1. DESIGN CONDITIONS: • OUTDOOR, DAY BULB TEMPERATURE ' • OUTDOOR, WET BULB TEMPERATURE · • INDOOR, DAY BULB TEMPERATURE 2. SIZJNG: • VENTILATION LOAD • ENVELOPE LOAD • LIGHTING • PEOPLE • MISC. EQUIPMENT • OTHER -OTHER 1 4o DO I TOTAL CFM (From.MECH-4) . l,60 WATTS/SF I OF PEOPLE (From MECH-4) WATTS/SF (~~t (Describe) COOLING ~ ~? t; b&, 1&;3 10 I 7¾;g TOTALS 3. SELECTION: A. SAFETY/WARMUP FACTOR B. MAXIMUM ADJUSTED LOAD (Totals from above X SafetyM'armup Factor) C. INSTALLED EQUIPMENT CAPACITY IF LINE 3-C IS GREATER THAN LINE 3-8, EX~LAIN KBtu / Hr FAN POWER CONSUMPTION ' DESIGN FAN DESCRIPTION B:lAKE HP NOTE: Include only Ian systems exceeding 25 HP (~ § 144). Total Fan System Power Demand may not excffd 0.8 Watts/CFM for oonstont volume systems or 1.25 Wotts/CFM for VAV systems. . @] EFFICIENCY MOTOR DRIVE ·IIJ NUMBER PEAK WATTS CFM OF FANS 8 XE X 746 / (C X 0) (Supply Fans) TOTALS II~---- TOTAL FAN SYSTEM I POWER DEMAND . WATTS/CFM ._Co_l_-F_/_Co_l._G_ MECHANICAL SIZING AND FAN POWER MECH. NOTE: Provide ON copy ol lhi.s lonn for Gach mechanical system when using ~ Prescriptive Approach. SIZING and EQUIPMENT SELECTION . 1. DESIGN CONDITIONS: COOLING • OUTDOOR, DRY BULB TEMPERATURE ~ • OUT~R. WET BULB TEMPERATURE ,~ • INDOOR, ORY BULB TEMPERATURE ., 2.SIZING: • VENTILATION LOAD • ENVELOPE LOAD j . ? f OO I TOTAL CFM (From MECH-4) . • LIGHTING / ,Go wATTs ,.sF • PEOPLE ~ O· # OF PEOPLE (From MECH-4) • MISC. EQUIPMENT 5.0 WATTS/SF • OTHER t?µtf l.e~& • OTHER TOTALS 3. SELECTION: A. SAFETY/WARMUP FACTOR B. MAXIMUM ADJUSTED LOAD (Tolals from above X Safety/Warmup Factor) C. INSTALLED EQUIPMENT CAPACITY IF LINE 3-C IS GREATER THAN LINE 3-8, EXPLAIN KBtu / Hr FAN POWER CONSUMPTION . [[J DESIGN EFFICIENCY NUMBER PEAK WATTS FAN DESCRIPTION B;lAKE HP MOTOR DRIVE OF FANS 8 XE x 746 / (C X D) I H;~NG Jo ~ l /. ~ 7b,?6. o~. "'o KBtu /Hr CFM (Supply Fans) . NOTE: lnduoe only fan systems exceeding 25 HP (see §144). TOTALS II ...... --- Total Fan Sysl&m Power Demand may not exceed 0.8 Watts/CFM for constnnt volume systems or 1.25 Watt.s/CFM for VAV systems. TOTAL FAN SYSTEM I POWER DEMAND . WATTS/CFM .__Co_l._F_/_Co_l __ G- Jl MECHANICAL EQUIPMENT SUMMARY MECH- OLING EQUIPMENT SYSTEM NAME MAKE ANO MODEL NO. HEATING EQUIPMENT SYSTEM NAME OESIGNCFM -?Oqc, I. ~/'),11(:) 1.~0-00 " ~0()(? 4-t?t,t) . 0 ?-A-00 I DESIGN OUTPUT (BTU/HR) RATED EFFICIENCY ECONOMIZER , . UNITS ALLOWED PROPOSED Y N o. (), 10, I ~D (ZlD ti<ID IZJD rgio !&JD DD· DD OD OD OD DD DD DD DD -·-·-····---~->h Vi?t·_'·~:-·.· '· • 1-~-~-~~-+--1---+·-··· --···---• .. •-·· i---~-1----t---r--·· .~ .. ~ :· ·:-·:·:· I --:~--.. _-.: .·,· ... ,. -.... , .....: . ...t.;--l---l---1--1--+--+·-·-------------~---1---1---4---l·-··-···--------------1.---r---' --. . . ~-. ... .... ... :, ... ... ----~- . --·--·-··-1---------. 4 ) Si.il.gle and three phase transformers ;~aoo volts and below ) ~ \. . ./ ' THROUGH 500 KVA THREE PHASE, 167 KVA SINGLE PHASE KVA Hi1glit Is_ SINGLE PHASE 240X480 VOLTS PRIMARY 120/240 VOLTS SECONDARY-60 HERTZ .050 50SV1A None 55 5'½• 3 2'½, 3 Wall I(A) JOO 100SV1A None 55 5'½, 3¾ 31/,, 5½ Wall I{A) .150 150SV1A None 55 6'½z. 3¾ 31/,, 6¾ Wall If A) .250· 250SV1 B None 80 61½2 4½ 4½, 8¼ Wall I A) .500 500SV1B None 80 7'½, 4½ 4½, 11 Wall I(Al .750 750SV1F None 115 8½ 5¼ 4'½, 17 Wall I(A 1 1S1F None 115 9¼ 5¼ 4'½, 23 Wall I(A 1.5 1.5S1 F None 115 10 6¼ 5"/,, 35 Wall I(A) 2 2S1F None 115 11½ 6¼ 5'½, 52 Wall I(A) 3 3S1F None 115 13 7¾ 8½ 60 Wall I-O(B) 5 5S1F None 115 14¾ 10 12 110 Wall I·O(B) 7.5 . 7S1F None 115 14¾ 10 12 135 Wall I-O(B) 10 10S1F ·None 115 14¾ 10 12 150 Wall I-0(8) 15 15S1H None 150 23 16 15 190 Floor I•(F) 25 25S3H 6-2½%2+4-t 150 23 16 15 230 Floor I•(F) 37.5 37S3H 6-2½%2 +4...:t 150 30 20 20 345 Floor I•(F) 50 50S3H 6-2½%2+4-t 150 30 20 20 430 Floor I•(f) 75 75S3H 6-2½%2 +4-t 150 1 37 20 20 450 Floor I•(E) 100 100S3H 6-2½%2+4-t 150 42 24 24 665 Floor I•(E) 167 ·167S3H 6-2½%2+4-t 150 · 48 32. 29½ 1050 Floor I•(E) SINGLE PHASE 480 VOLTS PRIMARY 120/240 VOLTS SECONDARY 60 HERTZ 3 3S40F 2-5%FCBN 115 13 7¾ 8½ 60 Wall 5 5S40F 2-5%FCBN 115 14¾ 10 12 110 Wall 7.5 7S40F 2-5%FCBN 115 14¾ 10 12 135 Wall 10_ 10S40F 2-5%FCBN 115 14¾ 10 12 150 Wall 15 15S40H 2-5%FCBN 150 23 16 15 190 Floor THREE PHASE 480 VOLTS DELTA ·PRIMARY 208Y/120 VOLTS SECONDARY 3 3T2F 2-5%FCBN 115 13½ 14¾ 8½ 120 Wall 6 6T2F 2-5%FCBN 115 13½ 14¾ 8½ 145 Wall 9 9T2F 2-5%FCBN 115 14¼ 19¼ 12¼ 235 Wall 15 15T2F 2-5%FCBN 115 14¾ 19¼ 12¼ 300 Wall 15 15T68F 4-2½%2+2-115 14¾ 19¼ 12¼ 300 Wall 15 15T3H 6-2½%2 +4-150 23 22¼ 15 230 Floor 30 30T3H 6-2½%2+4-150 23 22¼ 15 285 Floor 45 45T3H' 6-2½%2+4-150 26 .. 24 15 369 Floor 75 75T3H 6-2½%2+4~ 150 30 30 20 590 Floor 112.5 112T3H 6-2½%2 +4-150 37 30 20 690 Floor 150 150T3H 6-2½%2+4-150 42 36 24 1050 Floor 225 . 225T3H 6-2½%2+4-150 42 36 24 1350 Fioor 300 JOOT3H 6-2½%2+4-150 48 48 29½ 2000 Floor 500 500T68W• 4-2½%2+2-150 58 48 29½ 2700 · Floor 750 I 750T90H ., 4-3½% 2+2-_150 90 72 54 5200 Floor 1000 IOOOT77H 2-5%1+1--150 90 84 54 6000 Floor • Units can be converted for outdoor service with use of weathershields shown on page 8. t When 24Q volt connection is used, there will be 8-5% taps, 1 above and 2 below 240 volt.s. *ENCLOSURE CODE: I = Indoor, 0 = Outdoor. Letters in parentheses indicate illusfi;ation.on page 2. TAPS on transformers.225 KVA and larger may vary in 8% to 5% steps to obtain best design. Complete trans/ ormer performance and loss data for all voltage combinations available upon request. ttDo not use/or construction purposes,· contact factory for certified dimension prints. * Nof.e: Due to continuing design changes average values are listed; if exact values are required contact your local Square D office or representative. Note: Catalog numbers shown in color blocks are available from redistribution center • .. Available from factory stock only, · ....... -....... . . .. . . ·. I-O(B) I-O(B) I-0(8) I-O(B) I.•(F) 60 HERTZ I-O(D) I-O(D) I-0(0) I-0(0) I-0(0) I•(F) r-(F) I•(F) I•(F). I•(E) I•(E) . I•(E) ~•(E) . I•(E) I (G) I (G) ~verage · _ 5 5 5 5 5 /I 5 5 5 5 1 1 .17 2.6 1 .45 2.5 1 .49 2.2 1 .60 5.2 3 1.06 6.4 3 1.07 5.6 3 1.21 5.2 3 1.64 6.1 3 1.65 6.5 3 2.27 6.1 l~ , .... /- 28 28 .17 2.6 28 .45 2.5 28 .49 2.2 18 .60 5.2 8 8 .52 3.7 8 .5 3.42 8 .71 2.9 9 .69 2.8 10 1.94 3.6 10 .92 6.4 10 1.13 6.6 10 1.38 5.7 10 1.51 6.1 10 1.53 5.5 10 2.00 6.6 10 1.81 3.7 11 2.89 5.0 11 1.98 5.0 16 2.38 5.8 lugs to be supplied by user. .. -. ---------·· .. -·-.. -····-···-··-·· .. -··. ·-. . . )', ·1',. ......... O!MAHONY & MYER 4~Redmxx!Hwy .• sa~Rafaet.CA~.·415492.0420. SKETCH NO. DATE: d-2~;... ?._2, .. ,:•-• ~ • • • ' • : ~. J, I.IS 1-1-93 SERVICE GUID·E GENERAL INFORMATl~N ) 1993 SECONDARY SHORT CIRCUIT CURRENT Local building inspection authorities require that customers install service equipment with over-current protective devices which have a short circuit rating equal to or not less than the available short circuit current provided by the . utility. The Company's contribution to short circuit current will be as follows: 1. Residential: The utilitiy's contribution to the available short circuit current at the point of connection of SDGE's service conductors to the customer's facilities will not exceed 10,000 amperes for individually metered single family dwellings, duplexes or mobilhomes, with service entrance ampacities of 200 amperes or less; which are served by a separate single-phase 120/240 volt service drop or lateral. 2. Residential Units with ·Grouped _ Meters (three or lllOre). Commercial and Industrial: The utility's contribution to the available short circuit current at the point of connection of SDGE's service conductors to the customer's facilities will not exceed the values listed in the following table: ' Utility's Contribution Service Entrance To, ,.Fault Current Will Phase Serving Voltage Ampacity Not Exceed "'l~'".,. ""' t<,; t,t,,~~-;:...., ~ -...:¾,;...,,,'i; N"'<''"' •:y,v-,,. --~r21iJi[2fl!€f '"~ ''.'W"=··'?""t>' '> v/':~--;Y~\Y,_,~:..,,.',(:YW· ,,, \.cJ.-~,':v,' '\:;;:~, ',\ ;,L::>,\{~:_~ ~nrr ,-·rrt"""'""(s-µ·1:r··"c·-·r---· .... -a? $,<,;:.:·,Ji_Q,:.., P.$;,,' -:,: ?J,1,)., ~OJ:L.:91.11.~~: .. ·:.: f ).1;-~~i~J:~~~1--;~~~:r:!:~~~~:~:r~r~::;,1 1,0 120/240 600 amps or les·s 42,000 amps 3,0 120/208 or 240 2500 amps or less 42,000 amps 3,0 120/208 2501-4000 amps 65,000 amps 3,0 480 600 amps or less 30,000 amps 3,0 277 /480 2000 amps or less 30,000 amps 3,0 277/480 ?200:1:-2500 ' ... N,, ... w • .-.... ... ~ amps 45,000 amps 3,0 277/480 2501-4000 amps 56,000 amps 3. All installations with service entrance ampacities larger than those stated in Items 1 and 2 above will be handled as individual cases and referred to the nearest Regional Office for determination of the Company's contribution to the available short circuit current. 4. Available fault current for high voltage services will be calculated on an individual basis, and will be quoted for both three·-phase and line-to-ground faults. \' . .r---:.-/ ,• ,,/ j Power Distribution Fuses-600 Volts (or less) -~ LIMITRON® F~st-Acting-KTN-R And KTS-R kWs~~ CATALOG SYMBOL KTN-R(250V): KTS-R (600V) FAST-ACTING 1 TO 600 AMPERES 250 AND 600 VOL TS AC (OR U;SS) CURRENT LIMITING INTERRUPTING RATING~200,000A RMS SYM. U.L. LISTED-CLASS RK-t' CSA HRCI-R FUSEBLOCKS-SEE SECTION 2 Single-element, fast-acting fuses with minimal time-delay. Provides a high degree of short-circuit current limitation (component protection). Particularly suited for circuits and loads with no heavy surge currents of motors, transformers, solenoids, and welders. LIMITRON fuses are commonly used to protect circuit breakers with lower interrupting.rat- ings. If used in circuits with surge currents (motors, etc.) must be sized to prevent unwanted opening and thus only provide short-circuit protection. Incorporate Class R rejection feature. Can be inserted in non-rejection type fuseholders. Thus, can physically and electrically replace fast acting Class H, K1, KS, RKS, and other RK.1 fuses. Protecting Low Interrupting Capacity Circuit Breakers. These fuses c,in be used to limit the short-circuit current to meet the interrupting capacity requirements of existing equip- ment.* On older systems where the available short-circuit current exceeds the interrupting capacity of the circuit break- ers, fuses can be installed in series with existing equipment. On new installations, use these fuses to limit tlie avail- able short-circuit current to lighting panel circuit breakers and provide a much higher degree of short-circuit protection plus a substantial savings on equipment.costs. Lower interrupting capacity circuit breakers can be used rather than more ex- pensive higher-interrupting capacity circuit breakers. • See Buss Bulletin PMCB for difference between interrupting capacity arid interrupting rating. 1 Lighting and Heating Circuits-Fuse Sizing The reliability of fast-acting fuses makes these fuses well suited for lighting and heating circuits and other non-inductive loads. Size fast-acting fuses at least 125% of the continuous load plus 100% of the non-continuous load. The fuse ampere rating should not be greater than conductor ampacity. (See F!.!se Sizing Guide, Section 1-19). Protection of Motors and Motor Circuits-Fuse Sizing When fast acting fuses are specified for motor circuit . protection, they should !:le sized at approximately 300% of motor full load current to allow for starting transients. Refer to Section 430.52 and Table 430-152 of the National Electrical Code for maximum size non-time-delay fuses that can be used on motor circuits. This size will provide motor branch circuit protection (short-circuit protection) for the motor circuit components but not motor running overload protection. Where back-up motor running protection is desired, FUSETRON or LOW-PEAK dual-element fuses are recommended. Component Short-Circuit Protection-Current Limiting Per NEC 110-10, protective devices shall clear a fault without "extensive damage" to the circuit components. Knowing the withstand rating of a component, the selection of a fuse which would provide requisite protection can be easily determined by reference to the ··current Limiting" Table or Graph. In most cases, selection of fuse size simply made in accord with load requirements will limit fault current to values below component withstand ratings. (See Section 1-19). High Interrupting Rating These fuses have the maximum U.L. interrupting rating of 200,000 amperes. This rating affords compliance with NEC Sections 110-9 and 230-65 in today's large capacity sys- tems. Helps meet the requirements of future system expan- sion and increases in available utility short-circuit current (See Section 1-19). Selective Coordination (Blackout Prevention) When the up-stream ana down-stream fuses are "selectively coordinated", only the fuse nearest to the faulted circuit opens ... up-stream fuses are not affected. Buss fuses can be easily selectively co-ordinated. All that is necessary to provide fuse selectivity is to simply have an adequate ampere rating ratio between the main fuse and feeder fuse and branch circuit fuses. These ampere rating ratios for the various types of fuses are shown in the "Selectivity Guide" (Section 1-19). LIMITRON Fuses For DC or AC Applications-KWH And KWS Type KWN-R and KWS-R LIMITRON fast-acting fuses are UL listed as Class RK 1 with an ac rating of 250 volts (KWN-R) and 600 volts (KWS0 R) respectively; interrupting rating 200,000 amp~res. They can also be applied at 250 volts DC and 600 volts DC respectively with an interrupting rating of 100,000 amperes. Dimensions are the same as KTN-R and KTS-R LIMITRONS. Ampere ratings are 1, 3, 6, 1 O, 15, 20, 25,30,40,50,60, 70,80,90, 100,125,150,175,200,225, 250, 300, 350, 400, 450, 500, and 600 amperes. I I l •!Jl f I ! ~:• ' .. i l I Ampere Ratings-KTN•R LIMITRONS (25 Volts AC)t Weight* Catalog Ctn. Weight* Number at,,. Lbs. Kg KTN•R•1 KTN·R·2 KTN•R-3 KTN-R-4 KTN-R>5 KTN-R-6 KTN-R-8 10 0.45 0.204 KTN·R-10 KTN-R-12 KTN-R-15 KTN-R-20 KTN-R-25 KTN-R-30 KTN-R-35 KTN-R-40 KTN-R-45 10 1.82 0.824 KTN-R-50 KTN-R-60 •weight per carton tContact Bussmann for DC ratings. Dimensional Data (250V) , • 1-2·-I_T_ m,, '"'~-~GJ ...L 1/,oAto30A (250V) i--3··--1 "1,. im~1i-:~,@ID l 35Ato 60A (600V) i-s·---l"/11" ~--,);'i~~""I~+-~·,._ ..... ~ ~.1-::r~ I · 1/,oA to 30A (600V) l---s,,.---1 ~ft~~§~~~ 35Ato 60A l __ se,·(250V) __ I 7v,·(600V) 70Ato 100A 110A to 200A 225Ato400A 450A to 600A Catalog Number KTN-R-70 KTN-R-80. KTN•R•90 KTN-R-100 KTN-R-110 KTN-R-125 KTN-R-150 KTN-R-175 KTN·R-200 KTN·R-225 KTN-R-250 KTN·R-300 KTN·R-350 KTN-R400 KTN-R-450 KTN-R-500 KTN-R-600 Note: For metric dimensions see Section 1·2. Ctn. Qty • . Lbs. Ka· 5 1.85 0.838 1 1.05 0.476 1 2.38 1.078 1 3.50 1.587 " Ampere Ratings-KTS·R LIMITRONS (600 Volts AC)t Catalog Ctn. Weight* Catalog Ctn. Weight* N.umber Qty. Lbs, Kg Number Qty. Lbs. KTS-R-1 KTS-R-70 KTS-R-2 KTS-R-80 1 0.5 KTS-R-3 KTS-R-90 KTS-R-4 KTS-R-100 KTS-R-5 KTS-R-110 KTS-R-6 KTS·R-125 KTS-R-8 10 1.45 0.657 KTS-R-150 1 1.4 KTS-R-10 KTS-R-175 KTS-R-12 KTS-R-200 KTS-R-15 KTS-R-225 KTS-R-20 KTS-R-250 KTS-R-25 KTS-R-300 1 2.75 KTS-R-30 KTS-R-350 KTS-R-35 KTS-R-400 KTS-R-40 KTS-R-450 KTS-R-45 10 2.83 1.282 KTS,1'1·500 1 4.25 KTS-R-50 KTS-R-600 KTS-R-60 ·weight per carton tContact Bussmann for DC ratings. Time-CurrentCharacteristic Curves-Average Melt c:, 0 00 -3' '° = e Fcrm25i 10-17-8-1 0 0 0 0 000000 c:,c::,c:::, ~~~5;g~ ~~~ CURRENT IN AMPERES Note-Contact-Bussmann tor Latest Perlonnance Data. Kg 0.226 0.634 1.246 1.925 / / .:>~t.,liU1I ,-o Power Distribution Fuses-600 Volts (or less) LIMITRON® Fast~Acting,-KTN-R And KTS-R (KwN-R . . . , KWS-R) Cun-ent Limitation Curves PROSPECTIVE SHORT CIRCUIT CURRENT-SYMMETRICAL RMS At,',;:-E:,ES I c·urrent-Llmltlng Effects of ~M KTS-R l600V} LIMITRON Fuses. *Prosp, Let• Thru Current (Apparent RMS Symmetrical) s.c.c. Versus Fuse Ratings 30A 60A 100A 200A 400A 600A '· I 5,000 750 1,320 1,850 2,900 5,000 5,000 10,000 1,100 . 1,730 2,400 3,750 7,100 9,100 15,000 1,200 1;950 2,750 4,400 8,200 10,900 20,000 1,320 2,050 3,050 4;900 9,200 . 12,200 25,000 1,410 2,200 3,300 5,200 9,800 13,600. 30,000 1,500 2,360 . 3,550 5,600 10,700 14,900 35,000 1,540 2,450 3,700 5,800 11,100 15;500 40,000 1,630 2,550 3,900 6,200 12,000 16,200 50,000 1,710 2,750 4,200 6,600 13,000 17,700 60,000 1,850 2,850 4,400 7,000 13,700 19,000 80,000. ·2,000 3,100 4,900 7,400 15,000 21,400 100,000 2,130 3,300 5,400 . 8,200 16,20() 23,000 150,000 2,400 3,800 6,200 9,400 18,500 26,500 200,000 2,600 4,100 6,650 10,40() 20,300 29,000 Current-Limiting Effects of KTN-R (250V} LIMITRON Fuses. *Prosp. Let-Thru Current (Apparent RMS Symmetrical) s.c.c. Versus Fuse Ratings 30A 60A 100A 200A 400A 600A 5,000 700 1,210 1,700 2,650 4,700 5,000 10,000 1,000 1,540 2,100 3,400 6,250 8,450 15,000 1,120 1,720 2,500 3,900 7,700 10,000 20,000 1,240 1,820 2,750 4,250 8,500. 11,000 25,000 1,300 1,960 2,950 4,600 9,000 12,400 30,000 1,350 2,100 3,200 4,900 9,700 13,000 35,000 1,430 2,200 3,400 5,250 10,300 13,900 40,000 1,500 2,300 3,550 5,400 10,700 14,600 50,000 1,590 2,400 3,800 5,800 11,400 • 1s,soo 60,000 1,690 2,600 4,000 6,300 12,200 17,000 80,000 1,810 2,800 4,700 6,900 13,200 18,800 1'1·, 100,000 1,930 2,950 4,900 7,400 14,400 20,500 150,000 2,190 3,300 5,500 8,500 16;500 24,000 ~~ , ~ 200,000 2,400 3,600 6,200 ~.300 18;100. 26,000 1, F ··RMS Symmetrical Amperes Short-Circuit Current. !' Note: Data derived from Current Limiting Curves. Note-Contact Bussmann for Latest Perfonnance Data. 3 . ··:·!.( .. <'.-.>,. .. . -.. ': . ~ . ,; '", .. :-. :· ', -,' '1 . •,r 1_ ·-, .. ' .. ,"\ •• , ".'<\,. ,, I f 1· ( ltf . ·. f~~ t, · .. :. ',: -.,,1. 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GALL.CNS/Hf<.., ,~ :::·.:. ~ T'I f6. 6P 6(..J\L.-DIN~ - - - - -Z>f1~t_0:1 li4A7-t1 I I • • .• , • ,-..~' .. /> . ·••• ,.:;> RE=CO\J sR '{ -;:: '12-'I< o-~ ~ ·· I 7, h 6J />11 ""'.-, t , ,· • • : • • 'I • , . • ' • ' ' ,, :.'·.'. • ~TOAAG~· ~ 1:G,b X ~ :: b I, 'L. 01Pt1 •. "()\<'· ·._ . ····-. . . " . ' " . . ' .. ' A:. b. CL . . \ / .~ ,/ \~ ,' ' T. D Iii;--\-: .... -. '--'.......... wA-rSP-. H~-C~ sa..~-cioN {,~:·;/°f4o~ NcAMAU-;'f lN~DeO ·1N ~~ ; ... ,,_. _ _. ... . . r \)., ·:· }_ ~ ( . -I / _,.. • ' (· 1 c.-·__ l , . i c ) • I._... ! • ' ........ · ...... -~ W H, jy C ~ 9fe:~/O f ,• '· ' ' ,. ! ,. ., ., <),O 6tf11 .xt ~'I( o·,. i> ~-b 6 ·x 1.+ ~ t1- -! ' .( f . ·--· ·-. . - ( (,il-1.,i 5 ~ ~"0 ~) (~ ~ ~ .. : . ?v 0yf14 -· ~ 0 X. , _, ~ ·~ 1~ &? q;b 'K'2-= (Of.'-- :i,,t, t .. ... - i• ' ., ' , •'. ' ' ..... ~ ! ·-·' : . I '•• I ' ' (i--s-_ t1 V 1,r_. a':) t -~ -t) r p..,11).~ ) ~. . . . ' - ~ ' ! -. ,...,._ ,< •1 4 • CAf<t.S€AD CtAJ r-AA-t/\J ti ~ te,f I i-4 w~ ~,.~@ • P1fG St;2:,E;: U2N6-C/1 lY~" 2.So' 11/~'' 5o1 \Y~' 25' ~/4-'/ ,~., PR.v = C::o f-s:-:t -~t/1 6P/f-t. 6.P(FTJ -;2. 0.04 lo Bo D.04- 2.0 0.0\(D o.4 -s 0,035 0.5 \ \ CERTIFIC,Aj.YION,..OF COMPLIANCE CJ~-~{) n CITY OF CARLSBAD Plan Check No. ~· ~ ~ DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS DR., CARLSBAD, CA 9-2009 (619) 438-1161 This form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with tl'.le school fee requirements. No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department. SCHOOL DISTRICT: ~;lsbad Unified 801 Pine Avenue Carlsbad, CA 92009 ( 434-0610) Encinitas Union --101 South Rancho Santa Fe Rd •. Encinitas, CA_ 92024 (6191 91JAJ.:.g300. San Marcos Unified ----:1290 West San Marcos alvd. San Marcos, CA 92024 (744-4776) __ San Dieguito Union High School 71 O Encinitas Boulevard Encinitas, CA 92024 (753-6491) Project Applicant: .. ~c (; e:.c; .. G'w 7 j APN: l&:17 -030-'50 Project Address: RESIDENTIAL: SQ. FT. of living area _____ number of dwelling units _____ _ SQ. FT. of covered area · SQ. FT. of garage area _____ _ /6, /L/i' ~'1.AA -,. ~ • COMMERCIAL/INDUSTRIAL: SQ. FT. AREAiC; efls ().~~ <!.~tl..,4,,~ t ,. ~cr/:c.. ~~- Prepared by -~ ~ · Date -,--------------- -------------------------·----------------------------------------------------------------- FEE CERTIFICATION,.:_· / ( To be completed by the School District) V Applicant has complied with fee requirement under Government Code 53080 ___ Project is subject to an existing fee agreement ___ Project is exempt from Government Code 53080 Final Map approval and const,uction started. befor-e September 1, 1986. ---cother school fees paid) . ___ Other---------------------------------- • • ' • • ~ -'1 AB 2·926 and SB 201 fees are capped at $.2.,6Sper square foot for residential. AB 2926 is capped at .:27 per square foot for commercial /industrial. I I I I ' ,, TE OISCHARGE P~RMIT ATION /4us!Ness NAME The Good Guys I . ~DRESS . 2502 El Camino Real I /'" . GON~CT.PERSON (at business), . Roman Starno PHONE NUMBER (415) 615-6131 ~ ~f Business (check all tha~ apply) D Agricultural D Government D Assembly D Laboratory D Automotive .O Laundry D Chemical Handling D Manufacturing . D Electronics D Medical D Food D Metal Work D Office D Photo Lab (lg Retail· D Service Station Dwarehouse D 0the"r ------- )JESCRlsE WASTE OTHER THAN DOMESTIC (Ct:iemicals, Particulates, etc.) _ __.N/._A _________ _ ~~E BUSINESS ACTIVITY:. Retail Home Electronics NERAL DESCRIPTION OF ONSITE WASTEWATER PRQCESSING:· (chemical & physical characteristics)_ . NA ~iriess presently in operation at site? 0-YES ~ NO · · . . · · Has Wastewater Discharge Perm~ been applied for through the Encina Water Authority? D YES u1 NO 4cant's N~me Daniel Macdonald Title Ar-chitect Phone (415) 459-6150 Please Print- ~cy: Daniel -Macdonald, AIA Architects for The Good Guys! ~ure: /{i;~a;;___-.. · Date 4 · 1 '2-·"I::, Oate._----=~~---0_--::.-....:..~=~;....._ __ _ · REV. 2/10/92 N ,0 M I M en I N 0 ,n NI ' J l .-\~ I'- ~ ~ ~ -.....:::.. .,;:r / --~ 0 () 1 '-+ '2. _, fu --4--z ::> IQ lL. ,_ ~ 'J 4-J -~ s ~ J ~ -J: ~ i ~-? 0 () v ( ,- .t . :;t:: i £-\ 0 .., -~ 1 ~ --. ~ . ...__,, ~- '--9 ~ -\n -1/' s::: -'::> ~ c).. ~ ~ ~ ~~ ,.::,; ·-"""·.~ ~ •, ,.-· ., ~ ~ \ -t-~ ~ ~ V') ~ ' ~ .r ..., ~