The URL can be used to link to this page

Home My WebLink About2858 LOKER AVE E; ; CB983291; PermitV1U3 B U I L D I N G P E R M I T Permit No: CB983291 Project No: A9804284 Development No: 1 2 IO 8 I 9 8 1 3 : 5 8. Page 1 of 1 Job Address: 2858 LOKER AV EAST Permit Type: RETAINING WALL Parcel No: 209-083-01-00 Valuation: 43,218 Suite: Lot#: Occupancy Group: Reference#: Description: 2930 SF RETAINING WALL W/STRUC : CALCS Appl/Ownr: THIENES ENGINEERING 16800 VALLEY VIEW AV LA MIRADA CA 90639 *** Fees: Adjustments: 714 417 4 :J.2/08/98 (J00.1 01 C-PRMT o·') "" 606-00 Construction Type: Status: Applied: Apr/Issue: Entered By: 521-4811 NEW ISSUED 09/29/98 12/08/98 RMA Total Fees: 6 l:',,11(1 ·1'(•t~il ,a.rm¢ITT:::: .oo ~ P~n, leJ~: 606. 00 ---~==-~==~~~~~~~~----A-: -----PfJt_~1?,_i/tts:x~)3)ITTni t ____ Ext3_6f5e. P.o~ -0-Data Building Permit ~ Plan Che cl( ~ . / 2 3 7. o o Strong Motion Fee n f) ····--..... ,. to\ 60 4 6 .· 0 0 0 0 * BUILDING TOTAL ~ ~ . IN INCORPORATED ~ ~ / <J 1952 . ~ \[- cfJ 11 u {} @~ --. PPROVAL ~¥f-Ul.--DATEhb~ £ :.t?- CLEARANCE===:::'.::"--- CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 29/1998 07:53 7145214l73 THIENES ENGINEERING * SEP~23-98 WED 14:03 CITY OF CARLSBAD 00l1!1_DE PERMli APPLICATION .,._ CITY OF CAAL.SBAiJ BUILDING Ol!PARTMENT 2075 Las Palmas Or., Carlsbad CA 92009 (780) 438·1161 FAX NO, 4380894 P, 02 . fUH Vt',.IUt; u~~ v, .. L T EST. V~I., _.......i.-~..:...--J.::J----7' Phsn c~. Oepa.dt --------~-?r"'A- Valldatei:1 By_,.......,~~--=,.,.,1---:-:--f""'"" Date, ___ ,...__....,_.~.,...fvr--- Shta lken,o # 8, WCR~ERS-. r;,-o-r.w_E;N_S_A_Tt.,.._O.._N___ .• ,. "," -~ •••• ' ··:·""'.'. :;·' ···~::-:--:::~·.···:·•· ··t·:: ... wa,~tr5' CQ/TIP~"&"~h Oa~la,~ll'lm I Mi.i>~ Bfflrm.vn<l•• l>'ln•t.v ol i,criu,y """ "4 '11'~ ,.,11ow1 .. , -'•tallOl!f! 0 I Mvo ,nd .,..;n mmnum i, (:l!r!!llet~9 Qf eont.,1'11 fD :1~11-ll'ISl.!rt 101 wgr•ll!I'~' G!IITIJ*N\lQn u pl'O'llllllt by Sattkln 5700 of 1ht LQIIC>r c;oc10, for tho psni.,,..,,_ or lht 111or~ tar wnicn ffits Ollfl'llll ls ln111'd, · ""I'. 1 !>ow ,no wlll m11matn wo1k1ra• eom1>1n.alio~, •• ,,~ulr.a by s1t1t1on '700 or 111, LII.ID1 coa,, tor ,n~ ~o,,,.,11es at tne WOff( tot .,..hlch 1his p,mnll Is \ssU~II. MV workor'$ COl'!ll)$R,1:;t1~ .lF.'1.'"~ e1rr1,, Jnc! polll!y n11mho1 tt81 · r,. ln,vm11:e Comp111y :;5kr't) tWJ H1z,: fj f1& (4$.f f'OliC\' Ha.,PJ-((kl! I !J 'l,b (¥;6 E~plmton !'ln~.------ ITHIS ~!!CTI0N HEED NO'!' 1lll'COMPl.Ef!lt> 11' TME PEIIMIT IS ftlR DIIS ~IJM)AS) COi.LARS 111011101\ Ll!llSI C'.] CEIITil'li:.ATli 01' EXEMl'1"11fi -I Wlil'( tlld In lrit ~tfo,,r,-,i¢e e, t1111 W1ltll tOI' wnlffl INS -"""'11:i b=uod, I 1hafl r,11t <1m11l11Y ~,,-,,,,.,,,in fflY m1111ntr so" ti, tr~Oll'IO ,ub)~Ot ,o IN W~kDr,• Caminrnsetillfl i.6WJ or C1tifomi&, WARNIH!3! Fellllfll to ._,. Wolkml" vo,notnttnl~ll ea--,1 It IIIIIIWflll, fM Jlld ·~ All tn1'10Ytf CO ellfflllllll r:,lllll!lnel mt cf¥1f ffJ!e1' '"' t0 Cll'l!I hunclrtlct ~(IU,-14,,(1~1'1 IS1 O(IIJI. Jn~cl :c,;: ~fflHtlon, ~.,.~for In ~en 3705 Clf tba Labor ede!•, IMtttit 1M 6~mey·1 , .. ,. 1SION~:~.~!uu -,...C,~~~'.¢"' . . .,, -.. . ..... • ... • I • • -.,:,c:,._-r:.,./4:.-:..,f;~l!!::: . .,,,~.-,,-r, ~· .....• •, • VJ•l'II,,_•,...-•}' Cl'lUC L,MP\111, • • •,,., ~~. •, ,, ;'"•!'•• ,,, , ,w,, t n111by t!lltm ,rm r '"' 1xempt !Nim 1'1• C~•W•Mor'5 \.\09Nlt ~•w +01 t110 rouowmg 11110111 CJ 1, as ,,w,.~t or int proi,,ny o• mv •PIIDIOV••• with w,o~~ &s ll'i~lr .!Ill~ eomD!l1mlon, wtll do tl1e work Jf1<1-~• nuct111• i• 110'! !n,endo<I or ~rrtrea fc,r nib ISea, 7044. !lll!lin\i,:s ,rid Pn:,foilisiar1$ C:ada: Tt,e C,;,n'lrn~o•'t LictN1 Law does not ~polr to ~n (rN11tr ot P.-Cl!llll1Y who bv1fds or ltllPravfl thamm, wnl! -.r-,,:1 d~ su~ wot~ n1mn1r or u,rauon 1111 o....,, ,rnole,yan, ptwidell 'ltilt 1ua11 bttpNveml!ltil ttt net 1n1tnd•f Of ~f•lfd for tile, If, IIO.-i.,ier, ",. 11ul1dlnq ar lm~.nt f; .Q~ wl11!111 O!'D ~,t of c,:,mpt,\i(ln, 11\a !IWDIT-· w11, 1'1...-d IINI bllrlll!' '1f jJIO"lr!g ~ h1J did ""' l,ulld O' Jmpov, for,..., ""~ of Hl•I. D I. tt owner~ t!lo DTOr.w\Y, •"' uatUJlvaly aaMTm~ln'li w1'11 li~Mtlt oonmotcm; to CO'IW'X'I ,,.,. 1,reJCI~ {liDG. 104", !hlllimod end f'roltt,ic:1111 Coda: Th" co,maot.,•v Lill•nl• Law dHt n,i 1pl)ly ,o om ""''"" et 1111111t11Y wlll> ~11adi ~ ifflfU'OVtf merRn, 1n(I uom,at1s far ~ oroiectJ ,..itt"r ~tn1c;10,ts) licenttd pllf':llltnt 10 1h, Callll!ect~c"s U<:11'1~ Law); D I am nxnmnt uMllr Se~on _____ &131neas ond Pnlf«mlan, Codo far tnll rH~m I. I ~arson,nv pl,11 tti i,11)111,1, ~· m•fDr Jel>or •r>O m,""111s far canrouc:tlon of :r. pr~rm,,<1 p,11p•ny lmprowm~nL CJ T?~ C)NO 2. \ itiev, / h•v(l na,1 !lionsc! •n. ,11111ie\lllM iar I building ~inif ft;,1 c:1,• pl!>Wft<l •arlc. 3, I ....... CM!NICIIM! with !hi! fOIIOWil'II IIWJ~n (flrml to pr11vid• th8 "'~"d <:<n1a\ructlo!1 tl~c,di, Nlfflll I~-I ~. Nlmber / !:O'll'tl'Sl.tl,111 lrc.n-• nutl\i.J): ~. t Pltfl ~o lll'l!Yldl portioM of tM .WOT1l. llut I hwVll hired the 1911 .. "inp ~0-Ill' ooontlnww, 5UPOf'm'! ,..,d prvvi4al t!IO 111•Jor wClllt Ul'm'lud., "",..," / l!d~ / pho,)a M1mba, I aomnataro lf.vmt fllffllti>orlr _______ . _________ ..._ ___________________ .,._ __ ,, I -..m ,i,o-,ldo sam<> 01 111• wiirl;, 111ft 11\wt e&Mrtcwd I~ '!fll !61!11Wl!IQ p.,,J-t& 11111111d, "'' -·-lft.dletUet !1111>1udt "•-/ ~'"" t 11hont ni.lM~M / ma Q,f .. Qtk),. _________________ ~--~~------------------------- PIIOPtf:11'Y OWN!I\ ,1(!Nl\TUAI; ____ ..,-,--,-...,......--------..,.....,.,,.-,-...,. DATE....,....,..,_...., __ ~-- COMl1.lm!'fHIS SECTIOH FOff /\'11N""1m1SI~ ilt.J1U1ift<i ~liM.lli olfi.y:.1:·~lr:'"~'·'"'~'r~~~,;--)~rr,~~':~.,,:. , ... · . · · _.,.,,.,.,...1, ., .. ' •• •• rs 'lll1 ~PPl!c1n, ~· 1Uwr, lli.rildiflg tieeupam: tequlrld w 1u11mtt I trwimet llllfl, tMtly lltirf~ lllllllrllfa ltlliftlt~ ~II'! or ri:Sk M1nnaem11nt WT'tt !lrt!V""t.ion ~gttm undtr 6ecti01111 2lili0li, 2$$$hr 2SSi4oHkti ~· T1m1ar H1Z1rdoas $\lllt,ll'let Aceallllt Aix~ Cl Y!S C) NO lo 11-, •PPll~•M: Qr fytur~ l>uiftllnQ (l(!CtJp1r,r requlteO W oi,wln • P"lllit ftaffl I.ho.;, Pl!IILRIOI' Cl:>'ll'n:JI 01,:1';1'! '?' $It (!Ulfi'IV IMIIMJ111Mllt dltUfi:17 Q VCS:. C) NO It l~• laellliv to b• eonmucrocl .. ,11-.\" f ,000 IIK!t tif tho outer bauA!!uy af , liDhtlOI iit~l O Yi5 0 r,;r;, IF ANY OF lkli ANSWl:111S Alllf. YI$, A FINAL CEml'IC4,... oi; occur,ANCY MAY NOT IIE l&&VID IJNt.lJ¥'1'n11 Al'l*I.ICANT ({A$ Me'I' QR IS ME.E'!'ING THE Jll;OUlll!~l!.MTS OF Tl,III 1m1ct OJ a.'ll;IIJ'J,l:NCY 91!RVIOES ANO TH! AIJII ,ou.uTIOM colftll01. DJSTIIICT. :.s.. COijATRUertON WfOING AQ~t,iin' ... ' .. ,., .. -:--·:-· ,,·-:·-:~!'"" ....... :J:~':".7"'"'•~•·,7-. ·•·:,,.. .. '"'"'7::-:-'.-:"•:'I'·:-••· ... , .... ,,, •. I ne11by 1rnrm thit tt1111, t, , ~r1,1¢11,:,h lot1di119 1gonov !Dr the 11,11orman.e ol tr,e ,.o,I; ta, ..tnh u,i, irormlt 1, ~51JOtl (S.W, S097H) o ... u Codo!. LENDER'S N/l\Mi; ___ ....,....,.________ 1..ENDER'SA00~:--::-:":'.'"'"~-=-=-----------------....-.... . 9_ APPUCA.NT telff•f1CA'Tti:,fi , .. ., ... ' "," '' "': .. .,,. .. ~....... ":' ' · ... ,n~r·,.~,·-~. ~\=~ """:.:' ·~i __ ... ,~~.::-:--,~rr~'""':'',"~~~ .. ,_,...,:,7,:'":"":"""~ .~-. ::. • • ... -O\< • I eenily 1hnr I Mvo """' ll'te .-ppli~-,i~r1 er1d itttu th~I ~"' .i,.,.... !'1form11ioo Js aarrm ,nd t/wr 1h6 JnfOffl'IHJon an th~ plar,s 111 11,:,i;vr~111• I "'!'ff to eemi!l)' wit!> ~II City o:>tdi"~"~ff sn\f 81ft. law$ rt!111i11g ,,, Dulldln9 C0/15'111~: f h•r•by ll!Jthm!H llptKtrrtn1Vt" gf ~ht Citt of c;-,lllb.11¢ ~o .mftll" upon tf1e alw,o m,l'l~d 'P117!1llrty for i,,;,p*e1ion t1urp0l)!lll, I ALSO ACIRU: TO $&V\i, l~NFI' Alitl l(EEJt MARMlUS THE CITY' OF t.flRI.S8AO AGATlf!IT A~!. IJ.6BllJTTEB, JUDGMEN'l'S, cos~s ANtl f.M£11$e.S W!'JICl1 ~/J,."f IN ANY WAT ACCRUI!. AGAfflT '$Alb i;rTY IN CONSEQUENCE OF TKE GRAlfflNQ QI' T1115 ~tflfrllt. 08AA, An 0$1-'A perm;t i, niq,,ir~d For e:,:<::o""f:I~ o•or 5•0• d..., wnd dt1n1>ttrler<"' aaP1St111m:l0" ct etnlCM"•c: OltOt 3 t1Crt00 i,i l'IO!~h,. liitf'!RATIDNl ivf!V oermil Issued bv tll~ Building Official un1'e• 1h« 1:1rovi,,~,,, ,:,1 tlo\,c c,.rJ• JhJII 1xl)lr, by llmitatl11n :nM D11~ome null •nd void 11 ,ho ~11lll!ing or work nu!h¢rit~d bv !uch ~t•Mit is ~ oom enQ,d witl\ir, 36S <iO'f!I l(l)m the d•t~ of $\IC!l Jlt11ml1 ar If !ha bulldi1111, or worJr; ~1Jthofl:d by t~~ oerm11 IA ~U~Danded 0~ ,nn~onoi, ~, onv ~1m9 ar"r tht wor me eel for 1>1 IDd o dBYJ. l&aa\!an 101/i.4.~ Vrillo'>!'I flvifdino Cl>d•l. · APP~1CANT'S SIGNATURE 0,Afl; ~~_z.-_1,1.......,.,._:,_~ ___ 1-'AGI:. 1::1:u 1::1:L . ' . . City of Carlsbad Inspection Request For: 5/11/99 Permit# CB983291 Title: 2930 SF RETAINING WALL W/STRUC Description: CALCS Type: RETAIN Sub Type: Job Address: 2858 LOKER AV EAST Suite: Lot Location: l:\PPLICANT : THIENES ENGINEERING Owner: INDUSTRIAL DEVELOPMENT INTERNATI Remarks: Total Time: Act Comments Inspector Assignment: PS --- Phone: 7609300738 Inspector.~ Requested By: RUSTY Entered By: CHRISTINE CD Description 66 Grout A£ &w?Ler-c CNtJte-d-, lc..d&:tk_) Date Description 517199 63 Walls 5/5/99 63 Walls Inspection History Act lnsp Comments NR PS STILL INSTALLING STEEL NR PS · Cify of Carlsbad Inspection Request For: 5/10/99 Title: 2930 SF RETAINING WALL W/STRUC Description: CALCS Type: RETAIN Sub Type: Job Address: 2858 LOKER AV EAST Suite: Lot Location: 6-PPLICANT : THIENES ENGINEERING Owner: INDUSTRIAL DEVELOPMENT INTERNATI Remarks: Total Time: Act Comments Inspector Assignment: PS --- Phone: 7609300738 Inspector:~ Requested By: RUSTY Entered By: CHRISTINE CD Description 66 Grout /1£_ 2:--YD u rl, Lv-lrlLs Inspection History Date Description Act lnsp Comments 5/5/99 63 Walls NR PS / EsGil Corporation 1n Partnersliip Witli (jovemment for 'Buifaing Safetg DATE: 11/12/98 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-3291 PROJECT ADDRESS: 2858 Loker Ave. East SET: II PROJECT NAME: Palomar Business Park Sit;e Retaining Walls ~CANT ~ D PLAN REVIEWER D FILE • The plans transmittea'herewith have been cori~ctelihere necessary and substantially comply with the jurisdiction's·building ·codes. ' D The plans transmitted herewitM will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: • Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) Mail Telephone Fax In Person D REMARKS: By: Chuck Mendenhall Esgil Corporation D GA D MB O EJ [] PC Telephone #: Fax#: Enclosures: 11/5/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 _.+ San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 ... . ' EsGil Corporation 'l.n Partnersfiip 'lllitfi <jovernment for '13uifaing Safety DATE: 10/7 /98 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-3291 PROJECT ADDRESS: 2858 Loker Ave East SET:! PROJECT NAME: Palomar Business Park Site Retaining Walls ~l.J. CANT ~ D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. • The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. • The applicant's copy of the check list has been sent to: Duke Aghaian, Thienes Engineering 16800 Valley View Ave., La Mirada, CA 90639 • Esgil Corporation staff did not advise the applicant ( except by mail) that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person D REMARKS: By: Chuck Mendenhall Enclosures: Esgil Corporation D GA D MB D EJ D PC 10/1/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad, 98-,3291 · Date: 10/7/98 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance 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 California law mandates that residential construction comply with Title 24 and the following model codes: 1994 UBC (effective 12/28/95), 1994 UPC (effective 12/28/95), 1994 UMC (effective 2/23/96) and 1993 NEC (effective 12/28/95). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. 1. Each sheet of the retaining wall construction plans must be signed and sealed by the engineer assuming design responsibility. 2. Include with the wall construction plans complete material specifications. Include masonry block, concrete, grout and reinforcing steel specifications. 3. include with the wall construction plans the method of providing drainage behind the wall. 4. Include with the plans the site soil report. This report should include the design parameters used for the wall design such as the active and passive pressures, soil bearing capacity and any surcharge loads required for the wall design. 5. The plans do not show the required horizontal steel for the walls and the footings. 6. Include in the design of the walls adjacent to the parking lot a vehicle surcharge load. The design calc's do not account for any vehicle loads. 7. It is not clear in the computer design whether special inspection is required for the masonry or concrete. Include in the design calc's the actual and allowable masonry and concrete stresses in order to determine whether special inspection is required. If you have any questions regarding the items listed above, please contact Chuck Mendenhall at (619) 560-1468 JURISDICTION: Carlsbad PREPARED BY: CM VALUATION AND PLAN CHECK FEE PLAN CHECK NO.: 98-3291 DATE: 10/7/98 BUILDING ADDRESS: 2858 Loker Ave East BUILDING OCCUPANCY: Ul TYPE OF CONSTRUCTION: II N I BUILDING PORTION II BUILDING AREA I VALUATION VALUE- (ft. 2} MULTIPLIER ($) Retaining wall 2000 sq ft approx. City Est 43,218 Air ConditioninQ Fire Sprinklers TOTAL VALUE 43,218 D 199 UBC Building Permit Fee • Bldg. Permit Fee by ordinance: $ 364.55 D 199 UBC Plan Check Fee • Plan Check Fee by ordinance: $ 236.94 Type of Review: D Complete Review D Structural Only D Hourly D Repetitive Fee Applicable D Other: ' Esgil Plan Review Fee: $ 189.56 Comments: Sheet 1 of 1 macvalue.doc 5196 ,, . BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECK NUMBER: CB 9/33Z..C// BUILDING ADDRESS: --1. 'B.5°€5 lo k:r fut bo..St- PROJECT DESCRIPTION: _R_e_ta_i_ni....,ng..__W_a_ll _____ _ ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore, any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. By~/1, if"2 Dale ~ ATTACHMENTS Right-of-Way Permit Application DENIAL a a ed report of deficiencies M e necessary corrections to plans · · ations for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By~{)oate By: Date: -------- By: Date: --------- ENGINEERING DEPT. CONTACT PERSON NAME: DANNA TRIGS City of Carlsbad ADDRESS: 2075 Las Palmas Drive Carlsbad, CA 92009 PHONE: (760) 438-1161, ext. 4374 I\LASPALMASISYSILIBRARYIENGIWORO\DOCSICHKLST\Retaming Wall Building Piancheck Cklst Fann BE.doc Rev. 6/26/98 2075 Las Palmas Dr.• Carlsbad, CA 92009-1576 • (760) 438-1161 • FAX (760) 431-5769 ~ I 0 0 0 0 0 0 0 BUILDING PLANCHECK CHECKLIST RETAINING WALLS 1. Provide a fully dimensioned site plan drawn to scale. Show: 2. 3. A. North Arrow B. Existing & Proposed Structures ( dimensioned from street) C. Property Lines Show on site plan: A. Drainage Patterns B. Existing & Proposed Slopes C. Existing Topography Include on title sheet: A. Site Address B. Assessor's Parcel Number C. Legal Description D. Easements E. Retaining Wall (location and height) D. Grading Quantities Cut___ Fill___ Import/Export __ _ (Grading Permit and Haul Route Permit may be required) 4. Project does not comply with the following Engineering Conditions of approval for Project No. ________________ _ Conditions were complied with by: _______ Date: ____ _ MISCELLANEOUS PERMITS 5. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. A separate Right-of-Way issued by the Engineering Department is required for the following: Please obtain an application for Right-of-Way permit from the Engineering Department. Page 1 \\LASPALMASISYSILIBRARY\ENG\WORDIDOCSICHKLST1Rela1mng Wall Build1ng Plancheck Cklst Fenn BE.do<; Rev. 6126198 V PLANNINO/ENOINEERINO APPROVALS PERMIT NUMBER cB t?B-sLC/1 DATE /O -S--98 ADDRESS 26 r-B U?~y/_ Ari§ ~~T -RESIDENTIAL RESIDENTIAL ADDITION MINOR C < $10,000.00) OTHER f?..ePJ;N/1/6 U,J/Jt.,,L £ PLANNER t/4:J ip;/4_ ENCINEER DoCS/MlstormS/Plannlng Engineering Approvals TENANTIM OVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLACE FAIRE COMPLETE OFFICE BUILDINC DATE /o---r-rg DATE ------- . ., ~ JUN-4)8-99 TUE 07: 4 7 AM WMAIRVINE--FAX:949 863+1581 PAGE ; W,HC' t"v. M,1lcomb :C Architect\ Inc. FAX TRANSMITTAL Date: ~~ .. ~ t7& .' ... ,9,_..,f ___ _ Project No: _9.._.,_7/,_'/_2_S'_. _o_o ____ _ To: =Mt.,_,~..,_. _.,/vl,--'-''1'-'-l<.:....e_.._f'e_?i_~-'---.s;_c:W __ ~ __ CI __ ,Y_,__c>._~_c;_~_'-_.r:_& __ ~ ____ ,,_,, ____ _ Fax No: No. of Pages (lncl\Jdes Cover Page): ~- From: ---·-·-~-----·-··· .... , .... ,.,., Regarding: Remarks: ----~-·---------~ ------~--,., ... _.,._, .. ---···~·--~ ~-------------··--·-J-·-.. -··~------------- -------•m-~,~"m.s•·-~ .. •.•••m•.,••--~------------------- ·-------------~~---··-···~-------- ~: ~V§..t_~_ .. L<..::....+1~1/JI__,_/ ___________ _ _ ____,,z-""'~-'-o_~ --i-~O · tJ 7 2 S Originals to Follow: D Yes [B" No If thero are any qvcstions regarding !ho roceptio(I or tile n\Jmber of pages !isled above. please c;,11 (949) 660-9128 as soon as JX)SS1blo Off,co hours 8 am to 5 pm. Note OraW1n9s and Sk!l1cl'\as sent by lax may not bl'! d1mens1ona11y s1,;1ble It 1s the respons1b1J11y or rhe recip,ont to confirm crn1ca1 chmcns,ons 18002 Cowi111. lrvrno. C::;1lrfornr,1 !l?t., 1 ,1 (ll4!11 660·9 I 28 F (9 9 • 1rvrrl•J • Pln.~~<lrt!Oll .:ix . ti ) 863· 1581 • Wooclli!nd H,11s .. .. ~ JUN-:-J.)8-99 TUE 07: 47 AM WMAIRVINE-FAX:949 863+1581 PAGE 2 Ware & Malcomb :: Architects, Inc. June 7, 1999 Mr. Mike Peterson City of Carlsbad Building and Safety Division 2075 Las Palmas Drive Carlsbad, CA 92009 RE: Subject: IOI Project -Carlsbad Palomar Business Park, Phase I 2858 Loker Avenue East Carlsbad, CA Plan Check No: 98-1764 Draft Curtains Dear Mr. Peterson, Per our telephone conversation regarding the above referenced project, we request elimination and/or deferral of the building draft curtains due to the following reasons: 1. The building, as currently designed, is a speculative office/manufacturing/warehouse facility. The exact location of the tenant demising walls are yet to be determined. When the tenant floor areas are determined and the building divided, the full height partitions will create natural floor area divisions, thereby eliminating or reducing the number of draft curtains required. 2. The building fire sprinkler system is an ESFR type design and would not normally require draft curtains for proper functioning. The Fire Department has allowed draft curtains to be deleted when systems of this type are specified and used as the fire suppression system. An example of this would be a recently completed IDI project, located across the street from our development. Based upon the above, we request that the draft curtains be eliminated or deferred to the tenant build·out phase of the project. I look forward to your approval regarding this matter. If I can answer any questions or provide you with further information, please contact me at (949) 660·9128 ext. 121. Sincerely, WARE; & MALCOMB ARCHITECTS Paul Fletcher, AIA Cc: Jon Kelly-!DI Rusty -Kajima Construction Services, Inc. File 18002 Cowan, lfvine, CA92614 (949) 660-9128 Fax: (949) 863-1581 Irvine • Pleasanton Woodland Hills .,. . . DESIGN OF SOUTHERN .CALIFORNIA INC. · STRUCTURAL ENGINEERS 8001 hvine Center Drive, Suite 825 • Irvine, CA 92718 • 714/450-0444 • Fax 714/450-0448 PLAN CHECK RESPONSES FOR CARLSBAD PALOMAR BUSINESS CENTER SITE RETAINING WALL Prepared for Ware & Malcomb:: Architects, Inc. Prepared by DASSE Design of Southern California, Inc. October 16, 1998 r DASSE Job Number: 9881017 7 .. ,.. - , ·.-····:·--:·r· : ! : -··r · -DASSE DESIGN··-; -f --·~~ -- .. -<--·--·----. . ' . -. · , .. -· . < --SOUTHERN CALIFORNIA, ·INC. --·· · · . , -·.. . ............ ····.· .• t: . : ~_: -~•~' ?.t.r-c~~~r,j·~LO~ .@ -~ ~. ' -... -. . -; : .. . : .. -~---~-.. :_. -~oJ.No. 4e,1z.1011 -PAG~ ' : ; _J ....... : · -· ·· ·, ·: : -· ·· .: _: ........ .'. ·~-_;_:~-· ·.ev-:-.. : t\SW1,.-J ... l.oATE IP/J:~/4Zi _ l -· i . : ... __ : __ . __ · __ .. :~ rr~-_ f<J~'fp1t--l1~~ .0l~L-... _ --~ _-.: _ . : __ j .. : _; _ _ .L_ _ __ ·-·-___ .-.•• . :. ---. ;_: ·fl.P:N ?Hfi-;;~ fipfbt"(.;e~ ; ~ i _: __ !._._: _ _ _ _: _ i_J._. ___ .... : ' : : f ' \ l -·--~~l _____ ' ,.~ __ J ____ . --~--~, -: -----····-------···-~(' -: --·-____ , __ : ___ : ___ ! ___ ' _ _ : _ _ : .. _ I, ~-I If 11 7llt t7f . ~ei--A1H1t-l1 _ ~~ lj112UC-f Ut2P-L > :. __ ! .. ; :_ .. ! ·_: . _ Js~1loN> ~~Br11f1l~o-. kiJTH .. 111_1$ .. ~. tif ~>@N>~ ... ; : ! : : ! : . . ' .. ,z,, .: ~6.-l6~L-N01t-~ .. tzcL,crnd~ 1·v ~rre pC./fk.H-ll_tlc; .. .. . ... __ ; .... ; :. ' .... l Wt-Ll-~uBr1Jtret?. 'v--1:rn-1 .. 11'\J.S _Sef __ vF ~eSfo~~~ .. ·-.. ,---·-~-; .. ·i _;_. ; .. ) ...... · .. ~ ·------: _; __ j. _ _: --; . . C---i··-:.-.. : --' .. : ... ' _:,_ ~--: :. : ___ ; . _J ___ · __ .: -i · __ · . -5, .:.Pf'PlNMG e1Pie 1 -~v-1,~ _.tt8 ~t61lor-1~. -<:!.1v11.., ei:J~1~€E?R-· _ · _i___ _ .. _ _ _ · ~JD Pt2'-.:>J1vS. L.00PT10!'1 .1,,JH'f1?G __ 1t\l5 ,~J~ V/-'11,,l~rrrs ___ : .. _ _ _: _ .; _ ,_ _ ; . : _&-12 :1Je s.:. r Hf~ pT~tzri. p!2Atr-l ,_ _ ___ _ , . . i I J~-~ -. -·~-( . :::·· 4.: ow~~j ~~-rii~,o.6-:~-:0f1iJ -~~. '5t'llh. t~fOJZ'[ ;_ : •"-··-· ... i : I l ' I : •, I : ! I . : ' : ; ; : , , i ' • : 10 ---:-:-· 1 ------?, r -~ · ~-·-----· s --f ~h)~r--(I : ~f-· · ;;· 10~ : ~i,L·. -:· .. : ; ·--; · __ _ . . ... _ _ _ _ . __ N _ .Pl.PN. _. M . . . Fil __ .. ·-.110 .1 _ __ ... , _ .. __ __ _ ! l l ' ; , , , , I , • ' , , , ! , i : ; l i ' ! ; • ) ! ' I t . [.-~.'.. -~· h.:: ~,~~-if: ~~Ji"_~-~---_W}LL;-__ ·t~ohl~ . _-i~ fsr.:· ·=~---,~-,:~ f~.:~-H ~u~~tt~t=S: ... G't-1 :-H~l. 0>1r6 .. ~:lie. 11 .tttf ~rr~ ___ >W~ .1--· ···· •. •·· 1, :CPn¥Z-1f~ : ~~o0-r ~$ai-(t!'ft · e ~I?, '~ · : . . W,Aw5 ,· µet2,€ 1.9£11~~,~o 'f(J_tz:' NO -~~L lti5ffonort .. 1P--r1rte ~v!~T~ :10 jul.>1lf'f ~~-ren~T. __ ;. fA'1E -J B._ · :. . _ ~o s1et1. ~ e £)1 o. G. · ~c.i_-f _ Mp.,L,tOvJ ;-0t1f· /VI J .,. _2,13. t> ~ · ~ 1 /e"-(1,\ ,.. , 11 t llcj -6.l'r ri _;; , ';';,A r:}Jll >' 4. J Jr,. I 4 ., b ~1 & / ,z, ~ ~~$E;J1 ---r -· · . . ~-pr-_ fOl'2-~o tiNSf€C-17cr1 .· .... _' -........ : . .....J.... .. J .. : ----: .. ..; ... ····--·-'--·-;---~-~ _ __:. __ ~~ I ' Qasse, Des,_ign. 8001 Irvine Center Dr. #825 Irvine, CA 92618 (714)450-0444 ( .. : (- Title : CARL;,,dAD PALOMAR Job# : 98B1017 Dsgnr: HSWVV Description .... /7 ~ Date: JUN 24, 1998 tif( * O~tn ~AL CAL-tul,A1l;N. FILL SIDE 6.5 FT RETAINING (;)(---------~C""!"A~N-=Tl~L-=Ev:-::E=.:R=-:E=-::D~R=--=E==T:':"A':"!"IN~,N~G~w=A~LL~D~Es~,-=-G'="'=N ___________ _ Page 1 of2 ........ I GENERAL Retained Height Wall height above retained soil Slope Behind Wall Height of Soil over Toe Soil Density I FOOTING DATA Toe Width Heel Width Total Footing Width Footing Thickness I KEY DATA Distance from Toe Width Depth SURCHARGES Surcharge Over Heel Surcharge Over Toe = 6.50 ft = 0.50ft = 0.00: 1 = 36.00in = 110.00 pcf = 0.50ft = 5.00 = 5.50 = 15.00 in = 0.50ft = 12.00 in = 20.00 in = 250.0 psf = 0.0 psf ' • I - I SOIL DATA Allow Soil Bearing Equivalent Fluid Pressure Method Active Soil Pressure -Heel Side Active Soil Pressure -Toe Side Passive Pressure Water table height over heel I SLIDING DATA Friction Factor @ Footing & Soil ... neglect ht. for passive Lateral Sliding Force less Passive Pressure Force less Friction Force Added Restraint Force Required I AXIAL LoAD APPLIED TO STEM Axial Dead Load Axial Live Load Axial Load Eccentricity = 2,000.0psf = 35.0psf = 35.0pcf = 35.0pcf = 0.0ft = 0.300 = O.00in = 1,351.51bs = 612.61bs = 1,834.61bs = 0.0lbs = O.Olbs = O.0lbs = O.Oin (-\:. --i "F=o=o=r=1N'"'G=-=D=Es=1=G""'""N-aaR=E=s-=-=u~LT=sa------------------------------ fc = Fy = Minimum As % = Rebar Cover@ Top = Rebar Cover @ Bottom = Upward Soil Pressure Under Heel Omitted ACI Factored Soil Pressure = Mu' : From Upward Loads = Mu' : From Downward Loads = Mu: Used For Design = Actual One-Way Shear = Allowable One-Way Shear = I DESIGN SUMMARY Total Bearing Load ... resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = ACI Factored Press @ Toe ACI Factored Press @ Heel Footing Shear@ Toe = Footing Shear @ Heel = @\WALL ST~BILITY RATIOS Overturning Stability Ratio Sliding Ratio Ratio = = 1,913 <= 311 <= -= = 6.5 <= 12.4 <= = = 2,500 psi 60,000 psi 0.0018 2.00 in 3.00 in Toe 2,616 708 204 504 6.49 85.00 6,115 lbs 7.92in 2,000 psf 2,000psf 2,616psf 426 psf 85.0 psi 85.0 psi 3.74 1.81 Heel 426 psf 0 ft-# 0 ft-# 5,312 ft-# 12.44 psi 85.00 psi Minimum Footing Rebar Options ...... Toe Side...... Heel Side .... Not req'd # 4 @ 9.00 in Mu< S * Fr # 5 @ 14.00 in #6@19.75in #7@26.75in #8@35.25in #9@44.50in # 10@ 48.25 in Key Reinforcement: Not Req'd = Mu<S*Fr Summary of Stem Section Designs .... Top: 8 in Mas, #5@24.00 in@Edge, From 7.0 ft to 2.7 ft 2nd: 12 in Mas, #5@ 8.00 in@Edge, From 2.7 ft to 0.0 ft • • ' • • C. \•. • Dal?,~e4O~si~Q 8001 Irvine Center Dr. #825 Title : CAJ:dAD PALOMAR Job# : 98B1017 Dsgnr: HSWW Description ..•• Date: JUN 24, 1998 Irvine, CA 92618 (714)450-0444 C_::· Gt af( of t¥~iNrL CA~LLLM6:i:,~ETAINING CANTILEVERED RETAINING WALL DESIGN I SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS Item Heel Active Pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Toe Active Pressure Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Added Lateral Load Load @ Stem Above Soil TOTALS = = = = = = = = = = = = = = = •••.. OVERTURNING ..... Force lbs 1,667.6 1,351.5 Distance Moment ft ft-# 3.06 5,104.2 1.42 -447.8 O.T.M. = 4,656.4 Force lbs 2,860.0 1,000.0 165.0 668.5 140.7 1,031.2 250.0 6,115.4 Page2of2 ' . .... RESISTING ...•. Distance Moment ft ft-# 3.50 3.50 0.00 0.25 0.92 1.33 2.75 1.00 R.M. = 10,010.0 3,500.0 41.3 612.1 187.6 2,835.9 250.0 Vertical component of active pressure NOT used for soil pressure 0 -Toe Surcharge Used T~ Resist Overturning ResistinglOvertuming Ratio 17,436.9 3.74 ~:: '.-ieel Surcharge Usel:I To Resist Overturning I STEM CONSTRUCTION & DESIGN Top Stem 2nd Stem Stem OK Stem OK Design at this height above ftg -= 2.66ft 0.00 ft Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00in 12.00 in Rebar Size = # 5 # 5 Rebar Spacing = 24.00in 8.00in Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.998 0.954 Total Force @ Section = 560.Blbs 1,098.9 lbs oment....Actual = 914.7ft-# 3, 124.9..!1::# oment... .. Allowable = 916.4ft-# 3 274.4ft-# Shear. ..•. Actual = 9.82lbs 11.56 psi j 2-/~J ~2-44-i<'. b. t;:1t = 24~(> I I ~ , ;3,,qsof i."' 241 pi I ,AW>~t-e 1 May-07-99 04:44P Robert Prater Assoc ~-. ~/._. ,: ,., ' . ROBERT PRATER ASSOC/A TES 619 453 7420 RPA Consulting Soil, Foundation & Geological Engineers FAX TRANSMITTAL COVER SHEET TO: Duke Aghaian FROM: Jim Barton/Dave Hespe/er DA TE: May 7, 1999 SUBJECT: Subsutface Drainage -Site Retaining Walls Number of pages in this transmission including this cover page: 4 MEMO: Duke1 attached is information regarding the Miradrain 6000 material. As discussed1 an alternative to a perforated pipe with gravel and fabric at the base of the wall would be utilizing Mira drain 6000 (a continuous drainage blanket) with a 1-inch diameter weep hole every 15 feet. The Miradrain should stop 1 B-inches below the adjacent finish subgrade elevation. Copy: ID/, Attn: Mr. Jon Kelly Note: If any pages of this transmission are missing, please call Jim in our office at the number below. Thank you. 4125 Sorrento Valley Blvd., Ste. B, San Diego, California 92121 • (619) 453-5605 Fax: (619) 453-7420 P.01 May-07-99 04:44P Robert Prater Assoc 619 453 7420 . -. ~ ~J'-1" ,. ,r " l go }I!' ... Miradrain 6000 or equivalent SCHEMATIC ONLY NOTTO SCALE Notes: Well-compacted on-site backfill . Proposed finish grade · Temporary cut 1) Positive surface gradient and/or drop inlets to be constructed behind the walls to prevent ponding and infiltration of surface water runoff. 2) Perforated pipe to discharge into a free outlet at a lower elevation. 3) Perforated pipe to have a minimum drainage gradient of 0.5 percent. 4) Waterproofing behind walls should be included where wall dampness is not desirable. P.02 rile RFTWALL2.MAS TYPICAL RETAINING WALL DETAILS ROBERT PRATER ASSOCIATES Cr:msu/ling Geo/ec;hnical Engineerli & Geo/ngisl., PROJECT NO. DATE FIGURE 850 P02 JUL 02 '98 15:25 ,~ ' " 'r I 'f HHO 'Hi'' "Ht1 'HJ" ·w· "01" "t" REINFORCINC "A" 11911 '"c'" ·ou "E" 5'-6" 2'-10" 2'•8" -4'-3' 1'-8" 12" *5 C 24" o.c. *5 0 24" o.c. *5 CP 14" O.C. 6'-6" 3'-10" 2·-a· -5'-6' 1·-a· 1·-:s· *5 Cl 24" o.c. •s o a" o.c. #5 G 14" O.C. 7'-6" 3'-6" 2'-4" 1'-8" 5'-9" 3'-0" ,·-:s· ts C :Z4" O.C. t5 @ 16" o.c. *6 Cl 16" o.c. '11'S C 14" o.c. a·-s· .3'-6~ 2'-8" .3'-411 a·-s· . r-o· 1'-,3" 'fl:5 C 24" 0.C • 4t5 9 16" o.c. *6 @ 12" o.c. ts · o ts· o.c. ~ ~ :s ~~ ~ . ~l~ ~~1~ • 1, HORIZONTAL. flU. iQ ~\~ . SACK f'ILL PER SOILS REPORT ~ ~ UJ ~i',i\tl~ REC0'-'"4E~DAT!ONS. 00 NOT USE HEAVY MACHINE TO ~ ~~~7 COMPACT SOIL BEHIND . ~~ Q! ~ Ji ~ · 5 A WALL (SEE SOILS REPORT) T ~ ~~~ :i: ~ F' ~ :z =+ ~ ~ ~~~ ~?: u ..: ~~~ ~ ~ J: -' ~~~ uJ ~ SEE SCHEDULE FOR WAU., ;s ~~~~~i FOOTING ANO REINFORCING INFORI.IA TION . g 12" BLOCI< SOLID GROUT N .= "~~~ o 3 /JI/MIJ/l#/11/ ~ r~~ l~~~ 2 1/2" CL.EAR ~~t~ 12" CONCRETE WAU 2 c:: 'I,;, ::I! lJ.I . -c.. -.:i: Q S= o.ol 0. I < ~ ( -'il/;llt= ;nt1~/f'T <t <t ·4 .(J W t9ttff· 3:1 Sl#IF 4 <t POUR f'OOTING AGAINST UNOISTl)RBEO NATURAL SOU., E 15 CONT. REINF. "E" Gw 12· s·-o· TO Olt-Y UGHT MIN, wvr ® RETAINING WALL JUL. 02 ' 98 (THU) 14: 23 COMMUNICATION No:60 PAGE. 2 --...-- 18" i _y__ Miradrain 6000-- SCHEMATIC ONLY NOTTO SCALE Notes: Well-compacted on-site backfill with an expansion index of less / than 50 /Proposed finish grade ~ Temporary cut 1) Positive surface gradient and/or drop inlets to be constructed behind the walls to prevent ponding and infiltration of surface water runoff. 2) Waterproofing behind walls should be included where wall dampness is not desirable. 3) 1-inch diameter weepholes placed at the base of the wall at a 15-foot spacing. TYPICAL RETAINING WALL DETAILS ROBERT PRATER ASSOCIATES Consulting Soil, Foundation, & Geological Engineers CARLSBAD PALOMAR BUSINESS CENTER Carlsbad, California PROJECT NO. DATE 560-1A May 1999 FIGURE 1 .,. ., "H" "H1'' "H2'' 2'•6" 2'-6" - 4'-5" 4•-5• - s·-s· J'-10" 2'-B" 81-611 4•-0· 2'-0" "H.3" uw" -2·-3• -2'-9" -5'-0" 2'-611 5'-0" "OT'' ·r· ·w,· "Au ,·-s· 12· ,• ... su #5 0 24" o.c. 1'-3'' 12" 2'-o· :f!:5 0 24" o.c. 2·-011 1'-3" 2'•1H *5@ 24" o.c. J'-0" 11•3u 2'-.3" SACK FILL PER SOILS REPORT REC0ijfi4ENDATIONS. DO NOT USE HE'.A VY MACHINE TO COMPACT SOIL SEHINO WALL (SEE SOILS REPORT} SEE SCHEDUU: FOR W,ll,J.. FOOTING AND REINFORCING INF~AilON REINf. "D" ~EINF. "E·---, *5 C 12" O.C. LONG ® RETAINNG WALL REINFORCING "a" :t5 G 16" O.C, *s o 1s" o.c. 4 "'<] 850 P03 JUL 02 '98 15:25 ·c· "D" *5 @ 16" o.c. *5 0 15" o.c. #5@ 15" 0.C. 'ts @ 16" o.c. 'I'S fill 15" o.c. SLOP!Nt; FlLL ~ :i:: ... < 0 -~ ... ,-r. PER FT, DOWELS TO MATCH WALL REINF. i5 "E" E JUL. 02 ' 98 (THU) 14: 23 COMMUNICATION Nc:60 PAGE. 3 P.03 May-07-99 04:44P Robert Prater Assoc 619 453 7420 l.> - n ----------·----·-·--------··-·-·--··-- MIRADRAIN SPECIFICATIONS PRODUCT DESCRIPTION Miradrain is a composito structure consisting of: 1) a 3-dimensional, high-impacl resistan!, polymeric sheet, and 2) Mirafi 1'10N filter f abrio: Tl1e filter r abric is securely bonded ta the dimples of thu molded polymeric she el to rn.1intain a rigid surf ace, lhus preventing intrusion of the fabric into !l)e f lc)w channels wllen backtillec:t. The filter fabric extends beyond the edges of tl1e polymeric sheet (3'' minimum) to provide ovetlap with adjacent panels and discharge pipe. -·----· --··-·------- PHYSICAL PROPERTIES Miradrain conforms to the property v,.duei:; listed in tl1e follow1nn lal1lc. f---------·-·-----·--__ ., ______ , _____________ , __ _, PROPERTY TEST METHOD UNIT TYPICAL VALUES MIRADRAIN 4000 MIRADRAIN 6000 ---------------· ----·-· ___ .. -· -·· ·-·--· ----· __ ,._ --·---- Color Wei;.1ht Thickn(]SS Compressive Strcngtt1 Flow.Q (r/• 1400 psf (i·1· 3600 pM Filter Fabric f::quivalE'lnt Opcn1n9 Siz1~ Flow Grab Strenoth Weinht /\S"IMD-3776 AS'J"M 0-1777 ASTM D-1621 COE CW0221f.i CFMCGD-?. ASTM 0-1G82 ASTM LJ.::r/76 0?.tft ;~ in. psi gprn!ft. width U.S. S1andard gprl1!ft?. lb ;, (l?lyd Bl~ck Bltick 2.9 2.9 .75 .377 4320 10,800 5 15 100 100 285 ?.85 100 100 '1.0 4,0 ----------------·-·-------·-··-----~------------' PACKAGING Miradrain 4000 and 6000 prefabricated drainage systems are available in panel and roll rorm. Custom sizes are available to meet specific job requirements. Consult your local Mira fi representative. ~specific site conditions may require a filter fabric other than the standard Mirati 140N. For further information regarding selection of a Mirafi tilter fabric, consull your local Mirafi representative . ., Robert Prater Assoc 619 453 7420 r~ I IRAFI INC Tn the br.s1 of our kr1owledgr., the intorma!ion containmi hertiin is ac;<:1lfalo. HowQver, M1rnfi Inc cannot asi:;ume liabiliry whilt!.-U(Nf!r fur 1he c1ccurr1cy or c:ornrlelemi!'is thernof. Final dol(;rminn1io11 ol 1he swral)ihly of cmy inlur- mnlion or 1r1.1IQri,;1I lor lhu WH"! cor1h~mpl,il1:d, uf i(,, m;innor u( USt:!, and wtmlhor 1111: su!.mr.stl:ld 11so i11frinnos any palr.nls is the tiOIC re~ponsib1/ity of lh0. us~r. For more information and recomme11datio11s regarding the most effective use or Miradrain for your specific applications, call our toll-free number: United Slates Mir,:ifi Inc P.O. Bc)x 240967 Charlotte, NC 28?24 800-438-1855 (In NC. Al~. & HI) {704) 523·7'177 folcx: 216903 Canada Mirali F;,,ibricf; 415 Norwich Woodstock. Ontario N'1S 3WJJ 800-265-9331 ([~stern Provinces) (b19) :i:39-98/7 Telex: 741'113 Or conlact your loc;~l Mirnli repr-esent,-:1tive. MlRAFI INC Geotextiles & Geotechnical Products DEAN L. BRADFIELD, INC 4529 Angeles Crest Highway Suite 317 P.O. Box 491 La Canada, CA 91011-0491 (816) 790-6525/( 415)924-6036 (800)525-6525 Copyri9hl 1985 Mir cili Inc Mir.=ifi''' and Mirnclrain ,w ;:ire. trademarks owned by Mir 1:1r1 Inc. fl 111,,1111!-.,,, pl !11,• ~ DOMINION T[XIILE: lJIOlljJ P.04 ·- ,, . ' RETAINING WALL SUBSURFACE DRAINAGE SYSTEM FOR CARLSBAD PALOMAR BUSINESS CENTER 2858 LOKER AVE-EAST ny~v_E_o_ tMY 2.'l 1999 City of CARLSBAD BU\LD\NG DEPT. (CITY OF CARLSBAD) ... i .. JOB# 1762 r MAY20, 1999 -.-- 18" Miradrain 6000-- SCHEMATIC ONLY NOTTO SCALE Notes: Well-compacted on-site backfill . with an expansion index of less / than 50 / /Proposed finish grade ~ Temporary cut 1) Positive surface gradient and/or drop inlets to be constructed behind the walls to prevent ponding and infiltration of surface water runoff. 2) Waterproofing behind walls should be included where wall dampness is not desirable. 3) TYPICAL RETAINING WALL DETAILS ROBERT PRATER ASSOCIATES Consulting Soi/, Foundation, & Geological Engineers CARLSBAD PALOMAR BUSINESS CENTER Carlsbad, California PROJECT NO. DATE 560-1A May 1999 FIGURE 1 ~- "H" "Hf' "H2'' 2'•6' 2'-6" 4•.5• 4'-5" s·-s· J'-10" 2·-s" 8'-6" 4•-0• 2·-0· "HJ" "W,. 2·-3· 2'-9" 5'-0" 2'-6" 5'·0" "OT" "t'' ·w,· #AU 1'-.3" 12· t'-6". #5 0 24" o.c. 1'-S' 12· 2·-0· 'f!:5 0 24" o.c. 2'-0" 1'-3" 2'•1" *SC 24" O.C. 3'-0" 1'•3" 2'-3" SACK FILL PER SOILS REPORT RECOMl,IENOA TIONS, DO NOT USE HEAVY MACHINE TO COMPACT SOIL BEHIND WALL (SEE SOILS REPORT} SEE SCHEDULE: FCF! W.uJ.. FOOTING AND REINFORCING INFC*>.IA ilOl'I REINF. "D" REINF. 'E·---"' '*5 C 12" O.C. LONG ED RETAJNm WALL REINFORCING "B' t5 G 16" O.C. *6 G 16" 0,C. 4 .,, •w,_--, 850 P03 JUL 02 '98 15:25 ·c- *5 Q nt o.c. *S 0 15" o.c. ~5 C 15" o.c. *6 @ 1s· o.c. 'I'S O 15" o,c. SLOPING FlLL . co . i=- ·t,.., ,'I. ,., ,'I. DOWELS TO MATCH WALL REINF. 0 ~ ._; :i:: ... < 0 ... E JUL. 02 '98 (THU) 14:23 COMMUNICATION No:60 PAGE. 3 May-07-99 04:44P Robert Prater Assoc ... . 619 453 7420 P.02 .. .. , l Miradrain 6000 or equivalent SCHEMATIC ONLY NOTTO SCALE Notes: Well-compacted on-site backfill . Proposed finish grade · Temporary cut 1) Positive surface gradient and/or drop inlets to be constructed behind the walls to prevent ponding and infiltration of surface water runoff. 2) Perforated pipe to discharge into a free outlet at a lower elevation. 3) Perforated pipe to have a minimum drainage gradient of 0.5 percent. nre RFTW"-LL2.MAS TYPICAL RETAINING WALL DETAILS ROBERT PRATER ASSOC/A TES Consulling Geo/echnica/ Engineers & Geologist.~ PROJECi NO. DATE FIGURE 850 P.02 I• f I ill "01'' ·t· REINFORCING "A" "9" s·-s· 2·-10" 2·-a· 4•.3• 1'-S' 12" *5 C 2+" O.C. t:5 G 24" O.C. *5 CP 14" O.C. s·-s" 3·-10" 2'-a· s·-s· ,·-a· ,·-:s· *s @ 24• o.c. •s o a" o.c. _*5 @ 14" o.c. 1'-6" s-s" 2'-4" 1·-a· s•-9• J'-o" 1·-3• 'i's o :z4" o.c. t5 o 1e· o.c. *6 @ 1s" o.c. ts o 14· o.c. a·-s· .3·-s· 2'-a" 3'-4" 8'-s· s-o· 1'-J" '!l's c 24" o.c. 15 @ 1a· o.c. *6 @ 12" o.c. *5 o ts· o.c. . <:I I ;,. 9ACt< F"ILL PER SOlLS REPORT REC0Ml.4ENDATlONS. 00 NOT USE HEAVY M,4,CHINE TO COMPACT SOIL BEHIND WALL (SEE SOILS REPORT) S: o.ol POUR f'OOTINC ACAINST UNOISTURBEO NATURAL SOil. i5 CONT.-------' s·-o· TO O"-Y LIGHT MIN. ® RETAINING WALL JUL. 02 ' 98 (THU) 14: 23 H01'1ZONTAI. l'lLL 2 1/2" CL.EAR 1Z" CONCRETE WAJ..l. 4 REINF. "E" G" I "'I(' C0MMUNICATI-0N Ne: 60 P.A:CE. 2 JUL 02 '98 15:25 . .- . N .= T f' P.03 May-07-99 04:44P Robert Prater Assoc 619 453 7420 I .,, n ~-------------------------·---·~--- MIRADRAIN SPECIFICATIONS PRODUCT DESCRIPTION Miradrain is a composito structure consisting of: 1) a 3-dimensionul, high-impacl resistan1, polymeric sheet, and 2) Mirafi '1'10N filter fnbric7 Tl1e filter fabric is securely bonded to the dimples of tho molded polymeric sheet to m,iintain a rigid surf ace, thus preventing intrusion of the fabric into the flow channels wl1en backtilleci. The filter fabric extends beyond the edges of tl1e polymeric sheet (3'' mi11imum) to provide overlap with adjacent p.=mels and discharge pipe. · ,-------·------------·-·-·---------------------. PHYSICAL PROPERTIES Mir;:idrain conforms to the property v;.tlue::; listed in tl1ci follc:,w1nn table. PROPERTY ·-------·---------·------~ TEST METHOD UNIT TYPICAL VALUES MIRADRAIN 4000 MIRADRAIN 6000 r------·-·--·-·---·--··--·--··-----------·-··----·---- Color Wei1.1ht Tl1icknoss Compressive Srrcngtt1 Flow.Q r,,, 1400 psf (i1· 3600 psf Filter Fabric E::quival"'mt Opcnrn~J Sizr~ Flow Crab Strenoth Weinht As·1 M D-3776 ASTM 0-1777 ASTM D-1621 0.?!ft ;) in. psi gpm/fl. width COE CW0221:.i U.S. Sundar(l CFMC OD-?. gprwft? ASTM D-lfi82 lb A{~TM [J-;l"/76 Cl.?iyd ;> l3I~ck Black 2.9 2.9 .75 .377 4320 10,800 5 15 100 100 285 ~85 100 100 '1.0 4,0 .._ ____ ·------·-·-·--·----·--·------------------' PACKAGING Miradrain 4000 and 6000 prefabricated drainage systems are available in panel and roll form. Custom sizes are available to meet specific job requirements. Con$Ult your local Mirafi representative. ~specific site conditions may require a filter fabric-other than lhc standard Mirati 140N. For further information regarding selection of a Mirafi tilter fabric, consult your local Mirafi representative. -, 04:45P Robert Prater Assoc 619 453 7420 r~ I IRAFI INC fo the tJr.s1 or ollr kr1owledgr., tl)e intonnalion contained hemin is acr.ura!D. rlowr.ve,, M,rnfi Inc cannot as5ume liabiliry whnt:3uevm for 1M i:tccur;;icy orcornnlelenc;:;;:; themof. Fin.ii dctr.rminn1io11 ol tha 5u1tabihty or any 1nlur- mn1ion or ,n.1lcrial for Jhc.! wit~ cur1ll~rnplal1:rl, ul ii,, n1,mnor' uf USG, w1r1 wt10111cH llw su!,Jgr.stecl 11so infrinnos any palr.n1s i~; t~e sole re5ponsib1/ity of thr. UScir. For more information and recommendations regarding the most effective use or Miradrain for your specific applications, call our toll-free number; United States Mir;;ifilnc P. 0. Box 240967 Charlotte, NC 28?2'1- 800-438-1855 (In NC. AK & HI) (704) 523· 7'177 folcx: 216903 Canada Mirali F,.ibricf; 415 Norwich Woodstock. Ontario N'1S 3W'i 800-265-933"1 {Castarn Provinces) (619) !i:3U-9fff7 T81cx: 741'18 Or coniact your local Mira ti repr"esentative. MIRAFI INC Geotextiles & Geotechnical Products DEAN L. BRAD Fl ELD. l NC 4529 Angeles Crest Highway Suite 317 P.O. Box 491 La Canada, CA 91011-0491 (818) 790-6525/(415)924-6036 (800)525-6525 Copyri9h11985 Mi,ali Inc: MirAfi''' and Mirn(lrain ,w nre lrade111.=irks own1:1d by Mir Bfi Inc. /\111,.•mh,•1 ,,/ 11,,, p DOMINION TEXIILE: !UOIIP P.04 ·- r1101t•t111llf 0A . .. . ~ • .-.•.. '/• DESIGN OF SOUTHERN CALIFORNIA INC. STRUCTURAL ENGINEERS 8001 Irvine Center Drive, Suite 825 • Irvine, CA 92718 • 714/450-0444 • Fax 714/450-0448 STRUCTURAL CALCULATIONS FOR CARLSBAD PALOMAR BUSINESS CENTER SITE RETAINING WALL Prepared for •• Ware & Malcomb •• Architects, Inc. Prepared by DASSE Design of Southern California, Inc. August 31, 1998 DASSE Job Number : 9881017 -, Ctlt r :19 .. 01 r • 6" 8" Mas w/ #4@ 24.in o/c Solid Grout, Designer select all horiz. reinf. 11'-1" 1'-5" • 2. _j_ 3_" 5" <' • ,.., ,. ... , ~7 6" 3'-0" 2'-6" 1'-0" ---- 1'-3" ... ~ '· : J ........ , i Dasse Design 8001 Irvine Center Dr. #825 Irvine, CA 92618 (714)450-0444 r Title : cALdAD PALOMAR Job# : 98B1017 Dsgnr: HSWW Description .... 2.. Date: JUN 24,1998 ·1----------C--A_N__,T ... IL __ E ... V~E ...... RE"""D~R"""Er"""A"""1"""N1 ... N .... G ... W .... A""""L ... L""!D"""E"""s ... 1G""""N ___________ _ Page 1 of2 I GENERAL Retained Height Wall height above retained soil Slope Behind Wall Height of Soil over Toe Soil Density I FOOTING DATA Toe Width Heel Width Total Footing Width Footing Thickness jKEYDATA Distance from Toe Width Depth I FOOTING DESIGN RESULTS = = = = = = = = = = = = fc = Fy = Minimum As % = Rebar Cover@ Top = a~ebar Cover@ Bottom = ..-,pward Soil Pressure Under Heel Omitted ACI Factored Soil Pressure = Mu' : From Upward Loads = Mu' : From Downward Loads Mu: Used For Design Actual One-Way Shear Allowable One-Way Shear I DESIGN SUMMARY Total Bearing Load ... resultant ecc. Soil Pressure @ Toe - Soil Pressure @ Heel = ACI Factored Press@ Toe ACI Factored Press @ Heel Footing Shear@Toe = Footing Shear @ Heel = WALL STABILITY RATIOS • Overturning Stability Ratio Sliding Ratio Ratio = = = = = = 918 <= 35 <= = = 5.2 <= 5.1 <= = = 2.50 ft 0.50ft 2.00: 1 6.00in 110.00 pcf 0.67ft 1.42 2.08 12.00 in 0.67ft 12.00 in 15.00 in 2,500 psi 60,000 psi 0.0018 2.00 in 3.00 in Toe 1,285 0 0 220 5.23 85.00 9921bs 3.86in 3,500 psf 3,500 psf 1,285 psf 49psf 85.0 psi 85.0 psi 3.42 4.07 • I SOIL DATA Allow Soil Bearing = 3,500.0psf Equivalent Fluid Pressure Method Active Soil Pressure -Heel Side = 50.0psf Active Soil Pressure -Toe Side = 50.0pcf Passive Pressure = 250.0pcf Water table height over heel = 0.0ft • I SLIDING DATA Friction Factor@ Footing & Soil = 0.300 ... neglect ht. for passive = O.OOin Lateral Sliding Force = 319.1 less Passive Pressure Force = 945.31bs I less Friction Force = 354.0lbs Added Restraint Force Required = O.Olbs Minimum Footing Rebar Options ..... . Toe Side...... Heel Side .... Not req'd Not req'd Mu < S * Fr Mu < S * Fr Heel 49 psf 0 ft-# 0 ft-# 220 ft-# 5.12 psi 85.00 psi Key Reinforcement: Not Req'd = Mu<S*Fr Summary of Stem Section Designs .... Top: 8 in Mas, #4@24.00 in@Edge, From 3.0 ft to 0.0 ft • • • • ,· r Dasse Design r. 3 8001 Irvine Center Dr. #825 Irvine, CA 92618 Title : cALdAD PALOMAR Job# : 98B1017 Dsgnr: HSWW Description .... Date: JUN 24, 1998 (714 )450-0444 • CANTILEVERED RETAINING WALL DESIGN SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS Item Heel Active Pressure = Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Toe Active Pressure = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Added Lateral Load = Load @ Stem Above Soil = TOTALS = ..... OVERTURNING ..... Force lbs Distance Moment ft ft-# 375.4 1.29 484.9 -56.3 0.50 -28.1 319.1 O.T.M. = 456.8 Vertical component of active pressure NOT used for soil pressure Page2of2 • . .... RESISTING ..... Force Distance Moment lbs ft ft-# 206.3 15.5 36.7 234.0 312.5 187.5 187.7 1,180.1 1.71 1.83 0.00 0.33 1.00 1.04 1.17 2.08 R.M. = 352.3 28.4 12.2 234.0 325.5 218.7 391.0 • oe Surcharge Used To Resist Overturning eel Surcharge Used To Resist Overturning Resisting/Overturning Ratio 1,562.2 3.42 I STEM CONSTRUCTION & DESIGN Top Stem • Stem OK Design at this height above ftg = 0.00ft Wall Material Above "Ht" = Masonry Thickness = 8.00in Rebar Size = # 4 Rebar Spacing = 24.00in Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.166 Total Force @ Section = 150.0lbs Moment....Actual = 129.2ft-# Moment. .... Allowable = 776.1 ft-# Shear ..... Actual = 2.58 lhli!lflli8 • • 6" 8" Mas w/ #4 @24.in o/c Solid Grout, • -·~/-, c < ,,,,. ~-"··--'BJ, , ,' > , : , _ _:__: ,,, ,: , ,y '~--_,,,, ,,. ;, , , , _,, ' ' , ,', ' . , , ;-~ , Designer select all horiz. reinf. O" ~ 1'-0" 1'-0" ?'_nn • • -, .... 2. ·1 6" 5'-0" 4'-6" -~ ' _! 1'-0" 3" 1'-3" ~ ( Dasse Design 8001 Irvine Center Dr. #825 Irvine, CA 92618 (714)450-0444 Title : CAit=ciAD PALOMAR SITE WALLS Job# : 9881017 Dsgnr: HSWW Date: JUN 24,1998 Description .... SITE WALL4.5 FT RETAINING ·t----------C-A_N_T-IL .... E __ V ... ER ... E ... D_R ... ET ... A--1--N ... IN ... G--W ... A ....... LL~D ... ES ... l~G--N ___________ _ Page 1 of2 I GENERAL Retained Height Wall height above retained soil Slope Behind Wall Height of Soil over Toe Soil Density I FOOTING DATA Toe Width Heel Width Total Footing Width Footing Thickness I KEY DATA Distance from Toe Width Depth I ~COTING DESIGN RESULTS = = = = = = = = = = = = fc = Fy = Minimum As % = Rebar Cover @ Top = • ebar Cover@ Bottom = pward Soil Pressure Under Heel Omitted ACI Factored Soil Pressure = Mu' : From Upward Loads = Mu' : From Downward Loads = Mu: Used For Design = Actual One-Way Shear = Allowable One-Way Shear = I DESIGN SUMMARY Total Bearing Load ... resultant ecc. = = Soil Pressure @ Toe = 2,520 <= Soil Pressure @ Heel = 0 <= ACI Factored Press @Toe ACI Factored Press @ Heel Footing Shear@Toe = Footing Shear @ Heel = WALL STABILITY RATIOS • Overturning Stability Ratio Sliding Ratio Ratio = = 16.8 <= 18.3 <= = = 4.50 ft 0.50 ft 2.00: 1 6.00in 110.00 pcf 0.75ft 2.00 2.75 12.00 in 0.75 ft 12.00 in 15.00 in 2,500 psi 60,000 psi 0.0018 2.00 in 3.00 in Toe 3,528 1,154 121 1,034 16.79 85.00 1,740 lbs 10.98 in 3,500 psf 3,500 psf 3,528 psf O psf 85.0 psi 85.0 psi 2.09 1.80 • • I Heel I SOIL DATA Allow Soil Bearing = Equivalent Fluid Pressure Method Active Soil Pressure -Heel Side = Active Soil Pressure -Toe Side = Passive Pressure = Water table height over heel = I SLIDING DATA Friction Factor @ Footing & Soil = ... neglect ht. for passive = Lateral Sliding Force = less Passive Pressure Force = less Friction Force = Added Restraint Force Required = Minimum Footing Rebar Options ...... O psf 0 ft-# 0 ft-# Toe Side...... Heel Side .... Not req'd Not req'd Mu < S * Fr Mu < S * Fr 3,500.0psf 50.0psf 50.0pcf 250.0pcf 0.0ft 0.300 0.00in 894.4 945.31bs 664.61bs 0.0lbs 1,289 ft-# 18.25 psi 85.00 psi Key Reinforcement: Not Req'd = Mu<S*Fr Summary of Stem Section Designs .... Top: 8 in Mas, #4@24.00 in@Edge, From 5.0 ft to 0.0 ft • • • • , Dasse Design 8001 Irvine Center Dr. #825 Irvine, CA 92618 (714)450-0444 • ( Title : CA£.dAD PALOMAR SITE WALLS Job# : 98B1017 Dsgnr: HSWW Date: JUN 24,1998 Description .... SITE WALL 4.5 FT RETAINING CANTILEVERED RETAINING WALL DESIGN Page2of2 SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS I ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 950.7 2.06 1,954.2 Soil Over Heel 660.0 2.08 1,375.0 Sloped Soil Over Heel = 48.9 2.31 112.7 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Toe Active Pressure = -56.3 0.50 -28.1 Soil Over Toe 41.3 0.38 15.5 Surcharge Over Toe = Stem Weight(s) = 390.0 1.08 422.5 Earth @ Stem Transitions = Footing Weight = 412.5 1.38 567.2 Key Weight = 187.5 1.25 234.4 Vert. Component = 475.3 2.75 1,307.2 Added Lateral Load = Load @ Stem Above Soil = TOTALS = 894.4 O.T.M. = 1,926.1 2,215.5 R.M. = 4,034.4 Vertical component of active pressure NOT used for soil pressure .oe Surcharge Used To Resist Overturning Resisting!Overtuming Ratio 2.09 eel Surcharge Used To Resist Overturning I STEM CONSTRUCTION & DESIGN I Top Stem Stem OK Design at this height above ftg = 0.00ft Wall Material Above "Ht" = Masonry Thickness = 8.00in Rebar Size = # 4 Rebar Spacing = 24.00in Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.977 Total Force @ Section = 500.0lbs Moment....Actual = 758.3ft-# Moment. .... Allowable = 776.1 ft-# Shear ..... Actual = 8.601bs jrsl311!illH • • 6" 8" Mas w/ #4 @ 24.in o/c Solid Grout, 1'-0" Mas w/ #5@16.in o/c Solid Grout, 2 .. • 4'-4" 2'-8" ; : '·1 l 1'-3" A. '' • ' , , , ~ _J_ 311 -"<----- 2'-0" r ' _. .. :·,, Designer select [···. /.J all horiz. reinf. . I 3'-5" 11 ~ 2'-11" II 1·-0" I 1'-1" • -, •. 6" '} 7'-0" 6'-6" } '1 t' Dasae Desigr:i 8001 Irvine Center Dr. #825 Irvine, CA 92618 (714)450-0444 Title : cALdAD PALOMAR Job# : 9881017 Dsgnr: HSVVVV Description .... SITE WALL 6.5 FT RETAINING Date: JUN 24,1998 •------------C-A __ N .... T--IL"""E""""V .... ER"""E"'"o ..... R"""'Et"""A""""1""""N-IN __ G_W __ A_L __ L_D .... E .... s""""1_G_N ___________ _ Page 1 of2 I GENERAL Retained Height Wall height above retained soil Slope Behind Wall Height of Soil over Toe Soil Density I FOOTING DATA Toe Width Heel Width Total Footing Width Footing Thickness I KEY DATA Distance from Toe Width Depth I FOOTING DESIGN RESULTS = = = = = = = = = = = = fc = Fy = Minimum As % = Rebar Cover@ Top = • ebar Cover@ Bottom = pward Soil Pressure Under Heel Omitted ACI Factored Soil Pressure = Mu' : From Upward Loads = Mu' : From Downward Loads = Mu: Used For Design = Actual One-Way Shear = Allowable One-Way Shear = I DESIGN SUMMARY Total Bearing Load ... resultant ecc. = = Soil Pressure @Toe = 1,127 <= Soil Pressure @ Heel = 54 <= ACI Factored Press @ Toe ACI Factored Press @ Heel Footing Shear@Toe = Footing Shear @ Heel = WALL STABILITY RATIOS • Overturning Stability Ratio Sliding Ratio Ratio = = 16.0 <= 16.9 <= = = 6.50 ft 0.50 ft 2.00: 1 6.00in 110.00 pcf 3.00ft 2.00 5.00 15.00 in 2.92 ft 12.00 in 24.00 in 2,500 psi 60,000 psi 0.0018 2.00 in 3.00 in Toe 1,503 0 0 3,889 15.97 85.00 2,954 lbs 9.08 in 3,500 psf 3,500 psf 1,503 psf 72 psf 85.0 psi 85.0 psi 3.03 1.78 • I SOIL DATA Allow Soil Bearing = 3,500.0psf Equivalent Fluid Pressure Method Active Soil Pressure -Heel Side = 50.0psf Active Soil Pressure -Toe Side = 50.0pcf Passive Pressure = 250.0pcf Water table height over heel = 0.0ft • I SLIDING DATA Friction Factor @ Footing & Soil = 0.300 ... neglect ht. for passive = O.00in Lateral Sliding Force = 1,625.0lbs less Passive Pressure Force = 1,757.81bs I less Friction Force = 1,141.51bs Added Restraint Force Required = 0.0lbs Minimum Footing Rebar Options ...... Toe Side...... Heel Side .... Not req'd Not req'd Mu < S * Fr Mu < S * Fr Heel 72 psf 150 ft-# 2,459 ft-# 2,309 ft-# 16.89 psi 85.00 psi Key Reinforcement: Not Req'd = Mu<S*Fr Summary of Stem Section Designs .... Top: 8 in Mas, #4@24.00 in@Edge, From 7.0 ft to 2.7 ft 2nd: 12 in Mas, #5@16.00 in@Edge, From 2.7 ft to 0.0 ft • • • • .. t' Dasse Design 8001 Irvine Center Dr. #825 Irvine, CA 92618 (714)450-0444 • C Title : cALoAD PALOMAR Job# : 98B1017 Dsgnr: HSWW Description .... SITE WALL 6.5 FT RETAINING CANTILEVERED RETAINING WALL DESIGN SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS Date: JUN 24,1998 Page2of2 I ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,701.6 2.75 4,679.3 Soil Over Heel 715.0 4.50 3,217.5 Sloped Soil Over Heel = 27.5 4.67 128.3 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Toe Active Pressure = -76.6 0.58 -44.7 Soil Over Toe 165.0 1.50 247.5 Surcharge Over Toe = Stem Weight(s) = 668.7 3.42 2,284.0 Earth @ Stem Transitions = 140.6 3.83 538.8 Footing Weight = 937.5 2.50 2,343.7 Key Weight = 300.0 3.42 1,025.0 Vert. Component = 850.8 5.00 4,253.9 Added Lateral Load = Load @ Stem Above Soil = TOTALS = 1,625.0 O.T.M. = 4,634.6 3,805.0 RM. = 14,038.8 Vertical component of active pressure NOT used for soil pressure .oe Surcharge Used To Resist Overturning Resisting/Overturning Ratio 3.03 · eel Surcharge Used To Resist Overturning I STEM CONSTRUCTION & DESIGN I Top Stem 2nd Stem Stem OK Stem OK Design at this height above ftg = 2.67ft 0.00 ft Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00in 12.00 in Rebar Size = # 4 # 5 Rebar Spacing = 24.00in 16.00 in Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.605 0.893 Total Force@ Section = 367.41bs 1,050.0 lbs Moment....Actual = 469.4ft-# 2,287.5 ft-# Moment. .... Allowable = 776.1 ft-# 2,563.0 ft-# Shear ..... Actual = 6.321bs 10.68 psi jJ@ll!lill8 • • 8" Mas w/ #4 @ 24.in o/c Solid Grout, 1 '-0" Mas w/ #6 @ 24.in o/c Solid Grout, 1 '-0" Cone w/ #6 @ 18.in o/c • 2. 0 5'-0" 8'-6" 9'-0" 2'-0" -··-2'-0" I I I , . :1·,1 6"''1---il5<~~~~. ffi~~883 .... : .. :."' .. '.·l 1'3" ~ l - . .,rv .. ..,. 'I _J_ 3" le r Designer select ' ' 3'-0" • ..,, .:.', . ' -~ all horlz. ,.,.,,. 11 LJ 2·-·:·-s· : ~)I. ,.~.J ~ i Dasse Gesign 8001 Irvine Center Dr. #825 Irvine, CA 92618 (714)450-0444 [: Title : cA£dAD PALOMAR Job# : 98B1017 Dsgnr: HSWW Date: JUN 24,1998 Description .... SITE WALL 8.5 FT RETAINING _____________ C_A_N ___ T .... IL .... E""""v~E---R ... E ..... D""""R""""E"'""rA""'"1""""N .... IN __ G __ W _____ A __ L __ L ..... D""""E ... S .... IG_N ___________ _ Page 1 of2 I GENERAL Retained Height Wall height above retained soil Slope Behind Wall Height of Soil over Toe Soil Density I FOOTING DATA Toe Width Heel Width Total Footing Width Footing Thickness I KEY DATA Distance from Toe Width Depth I FOOTING DESIGN RES UL TS fc Fy Minimum As% Rebar Cover@ Top = = = = = = = = = = = = = = = = .Rebar Cover@ Bottom = Upward Soil Pressure Under Heel Omitted ACI Factored Soil Pressure = Mu' : From Upward Loads = Mu': From Downward Loads = Mu: Used For Design = Actual One-Way Shear = Allowable One-Way Shear = I DESIGN SUMMARY • Total Bearing Load ... resultant ecc. = = Soil Pressure @ Toe = 2,636 <= Soil Pressure @ Heel = 0 <= ACI Factored Press@ Toe ACI Factored Press @ Heel Footing Shear@ Toe = Footing Shear @ Heel = WALL STABILITY RATIOS Overturning Stability Ratio Sliding Ratio Ratio = = 27.7 <= 25.6 <= = = 8.50 ft 0.50 ft 2.00: 1 6.00in 110.00 pcf 3.00ft 2.00 5.00 15.00 in 2.75 ft 12.00 in 36.00 in 2,500 psi 60,000 psi 0.0018 2.00 in 3.00 in Toe 3,522 0 0 8,698 27.71 85.00 3,618 lbs 19.02 in 3,500 psf 3,500 psf 3,522 psf 0 psf 85.0 psi 85.0 psi 2.11 1.69 • I SOIL DATA Allow Soil Bearing = 3,500.0psf Equivalent Fluid Pressure Method Active Soil Pressure -Heel Side = 50.0psf Active Soil Pressure -Toe Side = 50.0pcf Passive Pressure = 250.0pcf Water table height over heel = 0.0ft • I SLIDING DATA Friction Factor @ Footing & Soil = 0.300 ... neglect ht. for passive = 0.00in Lateral Sliding Force = 2,550.0lbs less Passive Pressure Force = 2,820.31bs I less Friction Force = 1,479.41bs Added Restraint Force Required = 0.0lbs Minimum Footing Rebar Options ...... Toe Side ...... Heel Side .... #4@ 9.75in Not req'd #5@15.00in Mu< S * Fr #6@21.50 in Heel #7@29.00 in 0 psf #8@38.25 in 0 ft-# #9@48.25 in 3,044 ft-# # 10@48.25 in 3,044 ft-# Key Reinforcement: 25.62 psi Not Req'd = Mu<S*Fr 85.00 psi Summary of Stem Section Designs .... Top: 8 in Mas, #4@24.00 in@Edge, From 9.0 ft to 4.0 ft 2nd: 12 in Mas, #6@24.00 in@Edge, From 4.0 ft to 2.0 ft 3rd: 12 in Cone, #6@18.00 in@Edge, From 2.0 ft to 0.0 ft • • • • II ' Dasse D·esign 8001 Irvine Center Dr. #825 Irvine, CA 92618 (114 )450-0444 • ( Title : CARcdAD PALOMAR Job# : 9881017 Dsgnr: HSWW Description .... SITE WALL 8.5 FT RETAINING CANTILEVERED RETAINING WALL DESIGN SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS Date: JUN 24, 1998 Page2of2 I ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,626.6 3.42 8,974.1 Soil Over Heel 935.0 4.50 4,207.5 Sloped Soil Over Heel = 27.5 4.67 128.3 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Toe Active Pressure = -76.6 0.58 -44.7 Soil Over Toe 165.0 1.50 247.5 Surcharge Over Toe = Stem Weight(s) = 938.0 3.43 3,218.0 Earth @ Stem Transitions = 165.0 3.83 632.5 Footing Weight = 937.5 2.50 2,343.7 Key Weight = 450.0 3.25 1,462.5 Vert. Component = 1,313.3 5.00 6,566.4 Added Lateral Load = Load @ Stem Above Soil = TOTALS = 2,550.0 O.T.M. = 8,929.4 4,931.3 R.M. = 18,806.5 Vertical component of active pressure NOT used for soil pressure .e Surcharge Used To Resist Overturning Resisting/Overturning Ratio 2.11 el Surcharge Used To Resist Overturning I STEM CONSTRUCTION & DESIGN I Top Stem 2nd Stem 3rd Stem Stem OK Stem OK Stem OK Design at this height above fig = 4.00ft 2.00 ft 0.00 ft Wall Material Above "Ht" = Masonry Masonry Concrete Thickness = 8.00in 12.00 in 12.00 in Rebar Size = # 4 # 6 # 6 Rebar Spacing = 24.00in 24.00in 18.00 in Rebar Placed at = Edge Edge Edge Design Data fb/FB + fa/Fa = 0.978 0.912 0.706 Total Force @ Section = 506.31bs 1,056.3 lbs 3,060.0 lbs Moment....Actual = 759.4ft-# 2,288.5 ft-# 8,698.3 ft-# Moment. .... Allowable = 776.1 ft-# 2,510.3 ft-# 12,324.3 ft-# Shear ..... Actual = 8.701bs 10.72 psi pfll.-S • I '2-- • 8" Mas w/ #5 @ 24.in o/c Solid Grout, 1 '-0'.Mas w/ #5 @ 24.in Solid Grout, 3'-0" Designer select all horiz. reinf. • 3" _t .3." 21-811 31-811 4'-2" / 3'-4" 51-611 6'-0" 21-811 1'-3" 1'-8" • -~ ':_. ,.::) :~ •• I -~ Dasse 0esign 8001 Irvine Center Dr. #825 Irvine, CA !;/2618 (714)450-0444 ( Title : CALdAD PALOMAR Job# : 9881017 Dsgnr: HSWVV Description .... 11- Date: JUN 24,1998 ·t----------C!"'"A--N~T ...... IL~E~V~E~R~ED=R~E~TA~l~N~IN~G~W=A"!""L~L~D~E~Sl~G~N------------Page 1 of2 I GENERAL Retained Height Wall height above retained soil Slope Behind Wall Height of Soil over Toe Soil Density I FOOTING DATA Toe Width Heel Width Total Footing Width Footing Thickness I KEY DATA Distance from Toe Width Depth !SURCHARGES Surcharge Over Heel Surcharge Over Toe ., FOOTING DESIGN RESULTS = = = = = = = = = = = = = = fu = Fy = Minimum As % = Rebar Cover@Top = Rebar Cover @ Bottom = Upward Soil Pressure Under Heel Omitted ACI Factored Soil Pressure = Mu' : From Upward Loads = Mu' : From Downward Loads = Mu: Used For Design = Actual One-Way Shear = Allowable One-Way Shear = I DESIGN SUMMARY Total Bearing Load ... resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = ACI Factored Press @Toe ACI Factored Press @ Heel Footing Shear@ Toe = Footing Shear@ Heel = .WALL STABILITY RATIOS Overturning Stability Ratio Sliding Ratio Ratio = = 1,963 <= 39 <= = = 6.5 <= 11.4 <= = = 5.50 ft 0.50ft 0.00: 1 36.00 in 110.00 pcf 0.50ft 3.67 4.17 15.00 in 0.50 ft 12.00 in 20.00 in 250.0 psf 0.0 psf 2,500 psi 60,000 psi 0.0018 2.00 in 3.00 in Toe 2,679 709 204 505 6.51 85.00 4,171 lbs 8.01 in 2,000 psf 2,000 psf 2,679 psf 54 psf 85.0 psi 85.0 psi 2.87 1.83 • • I • Heel I SOIL DATA Allow Soil Bearing = Equivalent Fluid Pressure Method Active Soil Pressure -Heel Side = Active Soil Pressure -Toe Side = Passive Pressure = Water table height over heel = I SLIDING DATA Friction Factor @ Footing & Soil = ... neglect ht. for passive = Lateral Sliding Force = less Passive Pressure Force = less Friction Force = Added Restraint Force Required = I AXIAL LOAD APPLIED TO STEM Axial Dead Load = Axial Live Load = Axial Load Eccentricity = Minimum Footing Rebar Options .••••• Toe Side...... Heel Side .... Not req'd Mu< S * Fr Not req'd Mu< S * Fr 2,000.0psf 35.0psf 35.0pcf 35.0pcf 0.0ft 0.300 O.OOin 1,018.21bs 612.61bs 1,251.21bs 0.0lbs O.Olbs 0.0lbs O.Oin 54 psf 2,834 ft-# 6,208 ft-# 3,374 ft-# 11.39 psi 85.00 psi Key Reinforcement: Not Req'd = Mu<S*Fr Summary of Stem Section Designs .... Top: 8 in Mas, #5@24.00 in@Edge, From 6.0 ft to 2.7 ft 2nd: 12 in Mas, #5@24.00 in@Edge, From 2.7 ft to 0.0 ft • • • • • ~ Dasse Design ' 8001 Irvine Center Dr. #825 Irvine, CA 92618 (714 )450-0444 • Title : cALdAD PALOMAR Job# : 98B1017 Dsgnr: HSWW Description .... CANTILEVERED RETAINING WALL DESIGN SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS lb Date: JUN 24, 1998 Page2of2 I ..... OVERTURNING ..... ..... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,334.3 2.70 3,606.2 Soil Over Heel 1,613.3 2.83 4,571.1 Sloped Soil Over Heel = Surcharge Over Heel = 666.7 2.83 1,888.9 Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Toe Active Pressure = -316.1 1.42 -447.8 Soil Over Toe 165.0 0.25 41.3 Surcharge Over Toe = Stem Weight(s) = 590.5 0.93 547.1 Earth @ Stem Transitions = 104.0 1.33 138.7 Footing Weight = 781.2 2.08 1,627.6 Key Weight = 250.0 1.00 250.0 Vert. Component = Added Lateral Load = Load @ Stem Above Soil = TOTALS = 1,018.2 O.T.M. = 3,158.4 4,170.8 R.M. = 9,064.7 Vertical component of active pressure NOT used for soil pressure .oe Surcharge Used To Resist Overturning Resisting/Overturning Ratio 2.87 eel Surcharge Used To Resist Overturning I STEM CONSTRUCTION & DESIGN I Top Stem 2nd Stem Stem OK Stem OK Design at this height above ftg = 2.66ft 0.00 ft Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00in 12.00 in Rebar Size = # 5 # 5 Rebar Spacing = 24.00in 24.00 in Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.494 0.920 Total Force@ Section = 364.51bs 809.4 lbs Moment....Actual = 453.0ft-# 2,016.1 ft-# Moment. .... Allowable = 916.4ft-# 2,192.4 ft-# Shear ..... Actual = 6.38 8.10 lmf filll- • • 8" Mas w/ #5 @ 24.in o/c Solid Grout, 1'-0" 3'-0" 3" ~~ , \' i' ,,_ ;-, ':• : l[j:/: .. :: .. :. ...... : ........... :~ ... :: ..... : :.:: ...... :.,:. .... .,. Designer select I I [,, .. :.:~ '' all horiz. reinf. 1" 6"11'-Q" 4'-0" 6" 5'-0" 51-611 • _J_ 3" -, 4'-4" 2'-8" 1'-3" 1'-8" 61-611 I• 7'-0" '\ • .~ '0 -~ , Das,se Gesign ' 8001 Irvine Center Dr. #825 Irvine, CA 92618 (714)450-0444 C Title : CA[__,t3AD PALOMAR Job# : 98B1017 Dsgnr: HSVVW Description .... FILL SIDE 6.5 FT RETAINING /7 Date: JUN 24, 1998 ·i-----------C-A_N ... T--IL ... E""""'v"""ER .... E .... D ........ RE"""T"""A ... I ... NI ..... N .... G .... W""""'A~LL ........ D"""Es""""'1""""G""""'N------------Page 1 of2 I GENERAL Retained Height Wall height above retained soil Slope Behind Wall Height of Soil over Toe Soil Density I FOOTING DATA Toe Width Heel Width Total Footing Width Footing Thickness jKEYDATA Distance from Toe Width Depth JSURCHARGES Surcharge Over Heel Surcharge Over Toe ~ FOOTING DESIGN RESULTS = = = = = = = = = = = = = = fc = Fy = Minimum As % = Rebar Cover@ Top = Rebar Cover @ Bottom = Upward Soil Pressure Under Heel Omitted ACI Factored Soil Pressure = Mu': From Upward Loads = Mu' : From Downward Loads = Mu: Used For Design = Actual One-Way Shear = Allowable One-Way Shear = I DESIGN SUMMARY Total Bearing Load ... resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = ACI Factored Press@Toe ACI Factored Press @ Heel Footing Shear@Toe = Footing Shear @ Heel = .,ALL STABILITY RATIOS Overturning Stability Ratio Sliding Ratio Ratio = = 1,913 <= 311 <= = = 6.5 <= 12.4 <= = = 6.50 ft 0.50ft 0.00: 1 36.00in 110.00 pcf 0.50ft 5.00 5.50 15.00 in 0.50ft 12.00 in 20.00 in 250.0 psf 0.0 psf 2,500 psi 60,000 psi 0.0018 2.00 in 3.00 in Toe 2,616 708 204 504 6.49 85.00 6,115 lbs 7.92in 2,000 psf 2,000 psf 2,616 psf 426 psf 85.0 psi 85.0 psi 3.74 1.81 • I SOIL DATA Allow Soil Bearing = 2,000.0psf Equivalent Fluid Pressure Method Active Soil Pressure -Heel Side = 35.0psf Active Soil Pressure -Toe Side = 35.0pcf Passive Pressure = 35.0pcf Water table height over heel = 0.0ft • I SLIDING DATA Friction Factor@ Footing & Soil = 0.300 ... neglect ht. for passive = 0.00in Lateral Sliding Force = 1,351.51bs less Passive Pressure Force = 612.61bs I less Friction Force = 1,834.61bs J Heel Added Restraint Force Required = I AXIAL LOAD APPLIED TO STEM Axial Dead Load = Axial Live Load = Axial Load Eccentricity = Minimum Footing Rebar Options ....•• Toe Side...... Heel Side .••• Not req'd # 4 @ 9.00 in Mu < S * Fr # 5 @ 14.00 in #6@ 19.75 in #7@26.75 in #8@35.25 in #9@44.50 in # 10@48.25 in 0.0lbs 0.0lbs 0.0lbs 0.0in 426 psf 0 ft-# 0 ft-# 5,312 ft-# 12.44 psi 85.00 psi Key Reinforcement: Not Req'd = Mu<S*Fr Summary of Stem Section Designs .... Top: 8 in Mas, #5@24.00 in@Edge, From 7.0ftto 2.7ft 2nd: 12 in Mas, #5@8.00 in@Edge, From 2.7 ft to 0.0 ft • • • • • , Dasse Elesign ' 8001 Irvine Center Dr. #825 Irvine, CA 92618 (714)450-0444 • C-· -: .. Title : cA£:dAD PALOMAR Job# : 9881017 Dsgnr: HSWW Description .... FILL SIDE 6.5 FT RETAINING Date: JUN 24,1998 CANTILEVERED RETAINING WALL DESIGN Page2of2 SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS Item Heel Active Pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Toe Active Pressure Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Added Lateral Load Load @ Stem Above Soil TOTALS = = = = = = = = = = = = = = = ..... OVERTURNING ..... Force lbs 1,667.6 Distance Moment ft ft-# 3.06 5,104.2 -316.1 1.42 -447.8 1,351.5 O.T.M. = 4,656.4 • .. ... RESISTING ..... Force Distance Moment lbs ft ft-# 2,860.0 1,000.0 165.0 668.5 140.7 1,031.2 250.0 6,115.4 3.50 3.50 0.00 0.25 0.92 1.33 2.75 1.00 R.M. = 10,010.0 3,500.0 41.3 612.1 187.6 2,835.9 250.0 Vertical component of active pressure NOT used for soil pressure • oe Surcharge Used To Resist Overturning eel Surcharge Used To Resist Overturning Resisting/Overturning Ratio 17,436.9 3.74 I STEM CONSTRUCTION & DESIGN -• Top Stem 2nd Stem Stem OK Stem OK Design at this height above ftg = 2.66ft 0.00 ft Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00in 12.00 in Rebar Size = # 5 # 5 Rebar Spacing = 24.00in 8.00in Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.998 0.954 Total Force @ Section = 560.81bs 1,098.9 lbs Moment....Actual = 914.7ft-# 3,124.9 ft-# Moment. .... Allowable = 916.4ft-# 3,274.4 ft-# Shear ..... Actual = 9.821bs 11.56 psi p@IJilliS • /3 • 8" Mas w/ #4@24.in o/c Solid Grout, 1'-0" Mas w/#5@16.in o/c Solid Grout, 3,_0,1 'tO" Cone w/ #6 @ 18.i Designer select all horiz. reinf. • ~' _i ~ < t ,, , _,___.__.....,_, ,,.J 4'-3" • 6" -~ 4'-0" 8'-0" 7'-6" 2'-4" 1'-8" ) 1'-3" ,3," 3'-0" --.(\ .. Dasse Design 8001 Irvine Center Dr. #825 Irvine, CA 92618 (714)450-0444 C Title : cALdAD PALOMAR -z..o Job# : 9881017 Dsgnr: HSWW Date: JUN 24,1998 Description .... FILL SLOPE WALL 7.5 FT RETAINING ·a-----------C-A_N_T_IL_E __ V ___ E_R-ED ...... R ... E ... TA_I_N_IN_G_W __ A_L_L_D .... E .... S-IG_N ___________ _ Page 1 of2 I GENERAL Retained Height Wall height above retained soil Slope Behind Wall Height of Soil over Toe Soil Density I FOOTING DATA Toe Width Heel Width Total Footing Width Footing Thickness jKEY DATA Distance from Toe Width Depth jSURCHARGES Surcharge Over Heel Surcharge Over Toe .j FOOTING DESIGN RESULTS = = = = = = = = = = = = = = fc = Fy = Minimum As % = Rebar Cover@ Top = Rebar Cover @ Bottom = Upward Soil Pressure Under Heel Omitted ACI Factored Soil Pressure = Mu' : From Upward Loads = Mu' : From Downward Loads = Mu: Used For Design = Actual One-Way Shear = Allowable One-Way Shear = I DESIGN SUMMARY Total Bearing Load ... resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = ACI Factored Press @ Toe ACI Factored Press @ Heel Footing Shear@Toe = Footing Shear @ Heel = •:LL STABILITY RATIOS Overturning Stability Ratio Sliding Ratio Ratio = = 2,385 <= 134 <= = ·- 0.0 <= 14.6 <= = = 7.50 ft 0.50ft 0.00: 1 36.00in 110.00 pcf 0.50ft 5.25 5.75 15.00 in 0.50ft 12.00 in 36.00 in 250.0 psf 0.0 psf 2,500 psi 60,000 psi 0.0018 2.00 in 3.00 in Toe 3,280 399 91 308 0.00 85.00 7,242 lbs 10.28 in 3,500 psf 3,500 psf 3,280 psf 184 psf 85.0 psi 85.0 psi 3.25 1.80 • I SOIL DATA Allow Soil Bearing = 3,500.0psf Equivalent Fluid Pressure Method Active Soil Pressure -Heel Side = 35.0psf Active Soil Pressure -Toe Side = 35.0pcf Passive Pressure = 35.0pcf Water table height over heel = 0.0ft • j SLIDING DATA Friction Factor@ Footing & Soil = 0.300 ... neglect ht. for passive = 6.00in Lateral Sliding Force = 1,719.81bs less Passive Pressure Force = 915.51bs I less Friction Force = 2,172.51bs Added Restraint Force Required = 0.0lbs • I AXIAL LOAD APPLIED TO STEM Axial Dead Load = O.0lbs Axial Live Load = 0.0lbs Axial Load Eccentricity = O.Oin Minimum Footing Rebar Options ..... . Heel 184 psf 8,551 ft-# 15,963 ft-# 7,411 ft-# 14.57 psi 85.00 psi Toe Side...... Heel Side .... Not req'd # 4 @ 9.00 in Mu<S*Fr #5@14.00in Key Reinforcement: #6@19.75 in #7@26.75 in #8@35.25 in #9@44.50 in # 10 @48.25 in Not Req'd = Mu<S*Fr Summary of Stem Section Designs .... Top: 8 in Mas, #4@24.00 in@Edge, From 8.0 ft to 4.0 ft 2nd: 12 in Mas, #5@16.00 in@Edge, From 4.0 ft to 1.7 ft 3rd: 12 in Cone, #6@18.00 in@Edge, From 1.7ftto 0.0ft • • • • • ===========================================.·· ... ,. Das-se r:>esign 8001 Irvine Center Dr. #825 Irvine, CA 92618 (714)450-0444 • r \·· ·. Title : cALdAD PALOMAR -Z.../ Job# : 98B1017 Dsgnr: HSWW Date: JUN 24,1998 Description .... FILL SLOPE WALL 7.5 FT RETAINING CANTILEVERED RETAINING WALL DESIGN Page2of2 SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS I ..... OVERTURNING ..... ..... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,035.9 3.42 6,953.0 Soil Over Heel 3,506.3 3.63 12,710.2 Sloped Soil Over Heel = Surcharge Over Heel = 1,062.5 3.63 3,851.6 Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Toe Active Pressure = -316.1 1.42 -447.8 Soil Over Toe 165.0 0.25 41.3 Surcharge Over Toe = Stem Weight(s) = 851.3 0.94 799.3 Earth @ Stem Transitions = 128.3 1.33 171.1 Footing Weight = 1,078.1 2.88 3,099.6 Key Weight --450.0 1.00 450.0 Vert. Component = Added Lateral Load = Load @ Stem Above Soil = TOTALS = 1,719.8 O.T.M. = 6,505.2 7,241.5 R.M. = 21,123.0 Vertical component of active pressure NOT used for soil pressure .oe Surcharge Used To Resist Overturning Resisting/Overturning Ratio 3.25 eel Surcharge Used To Resist Overturning I STEM CONSTRUCTION & DESIGN I Top Stem 2nd Stem 3rd Stem Stem OK Stem OK Stem OK Design at this height above ftg = 4.00ft 1.67 ft 0.00 ft Wall Material Above "Ht" = Masonry Masonry Concrete Thickness = 8.00in 12.00 in 12.00 in Rebar Size = # 4 # 5 # 6 Rebar Spacing = 24.00in 16.00 in 18.00 in Rebar Placed at = Edge Edge Edge Design Data fb/FB + fa/Fa = 0.950 0.974 0.626 Total Force @ Section = 492.Blbs 1,028.4 lbs 2,419.9 lbs Moment....Actual = 737.3ft-# 2,497.4 ft-# 7,719.1 ft-# Moment. .... Allowable = 776.1 ft-# 2,563.0 ft-# 12,324.3 ft-# Shear ..... Actual = 8.471bs 10.46 psi p@I- • ============================================.• • · 8" Mas w/ #4@ 24.in o/c Solid Grout, 1'-0" Mas w/#6@16.in o/c Solid Grout, 3'-0" Designer select all horiz. reinf. • 3" 2 1/2" ··-----· _t 3" --,,,: 6"1 1:~1 r-0• J 4'-0" 2'-8" 91-611 10'-0" 3'-4" 1'-3" 3'-0" • ~ ,. .. ·1 :~ N ~ t ,," , · Dasse Gesign ~ 8001 Irvine Center Dr. #825 Irvine, CA 92618 (714)450-0444 C Title : CA{,2.;aAD PALOMAR Job# : 98B1017 Dsgnr: HSWW Date: JUN 24,1998 Description .... FILL SLOPE WALL 6.5 FT RETAINING CANTILEVERED RETAINING WALL DESIGN Page 1 of2 • -,--=-=-:----=-=-=----=--_,_~~---_-_____________ ~~---_-___________________________ ~--,--~~~~~~~~;:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::, I GENERAL • I SOIL DATA • Retained Height Wall height above retained soil Slope Behind Wall Height of Soil over Toe Soil Density I FOOTING DATA Toe Width Heel Width Total Footing Width Footing Thickness !KEY DATA Distance from Toe Width Depth !SURCHARGES Surcharge Over Heel Surcharge Over Toe ~ FOOTING DESIGN RESULTS = = = = = = = = = = = = = = fc - Fy = Minimum As % = Rebar Cover@ Top = Rebar Cover @ Bottom = Upward Soil Pressure Under Heel Omitted ACI Factored Soil Pressure = Mu' : From Upward Loads . = Mu' : From Downward Loads = Mu: Used For Design = Actual One-Way Shear = Allowable One-Way Shear = I DESIGN SUMMARY Total Bearing Load ... resultant ecc. Soil Pressure @Toe = Soil Pressure @ Heel = ACI Factored Press@Toe ACI Factored Press@ Heel Footing Shear@Toe = Footing Shear@ Heel = • NALL STABILITY RATIOS Overturning Stability Ratio Sliding Ratio Ratio = = 2,378 <= 574 <= = = 0.0 <= 15.2 <= = = 9.50 ft 0.50ft 0.00: 1 36.00 in 110.00 pcf 0.50ft 8.00 8.50 15.00 in 0.50ft 12.00 in 36.00 in 250.0 psf 0.0 psf 2,500 psi 60,000 psi 0.0018 2.00 in 3.00 in Toe 3,295 406 91 315 0.00 85.00 12,545 lbs 10.39 in 3,500 psf 3,500 psf 3,295 psf 796 psf 85.0 psi 85.0 psi 4.73 1.83 Allow Soil Bearing = 3,500.0psf Equivalent Fluid Pressure Method Active Soil Pressure -Heel Side = 35.0psf Active Soil Pressure -Toe Side = 35.0pcf Passive Pressure = 35.0pcf Water table height over heel = 0.0ft • I SLIDING DATA Friction Factor@ Footing & Soil = 0.300 ... neglect ht. for passive = 6.00in Lateral Sliding Force = 2,561.4Ibs less Passive Pressure Force = 915.5Ibs I less Friction Force = 3,763.4Ibs Added Restraint Force Required = 0.0lbs • I AXIAL LOAD APPLIED TO STEM Axial Dead Load = 0.0lbs Axial Live Load = 0.0lbs Axial Load Eccentricity = 0.0in Minimum Footing Rebar Options ..... . Heel 796 psf 0 ft-# 0 ft-# 14,337 ft-# 15.21 psi 85.00 psi Toe Side...... Heel Side .... Not req'd # 4@ 7.00 in Mu<S*Fr #5@10.75in Key Reinforcement: #6@ 15.25 in #7@20.75 in #8@27.50in #9@34.75 in # 10@44.00 in Not Req'd = Mu<S*Fr Summary of Stem Section Designs .... Top: 8 in Mas, #4@24.00 in@Edge, From 10.0 ft to 6.0 ft 2nd: 12 in Mas, #6@16.00 in@Edge, From 6.0 ft to 3.3 ft 3rd: 12 in Cone, #6@13.00 in@Edge, From 3.3 ft to 0.0 ft • • • • ============================================.,,' ''< < , , Dasse 19esign " (?._ Title : CAl~dAD PALOMAR zq 8001 Irvine Center Dr. #825 Irvine, CA 92618 (714)450-0444 Job# : 98B1017 Dsgnr: HSWW Date: JUN 24,1998 Description .... FILL SLOPE WALL 6.5 FT RETAINING • CANTILEVERED RETAINING WALL DESIGN Page2of2 SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS • ..... OVERTURNING ..... . .... RESISTING ..... Force lbs Distance Moment Force Distance Moment Item ft ft-# lbs ft ft-# Heel Active Pressure = 2,877.5 4.12 Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Toe Active Pressure = -316.1 1.42 Soil Over Toe Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Added Lateral Load = Load @ Stem Above Soil = TOTALS = 2,561.4 O.T.M. = Vertical component of active pressure NOT used for soil pressure • Toe Surcharge Used To Resist Overturning leel Surcharge Used To Resist Overturning I STEM CONSTRUCTION & DESIGN Top Stem Stem OK Design at this height above ftg = 6.00ft Wall Material Above "Ht" = Masonry Thickness = 8.00in Rebar Size = # 4 Rebar Spacing = 24.00in Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.950 Total Force @ Section = 492.81bs Moment....Actual = 737.3ft-# Moment. .... Allowable = 776.1 ft-# Shear ..... Actual = 8.471bs • 2nd Stem Stem OK 3.33 ft Masonry 12.00 in # 6 16.00 in Edge 0.991 1,157.0 lbs 2,884.3 ft-# 2,911.7 ft-# 11.96 psi 11,843.0 7,315.0 5.00 1,750.0 5.00 0.00 -447.8 165.0 0.25 1,142.6 0.95 128.3 1.33 1,593.7 4.25 450.0 1.00 11,395.2 12,544.7 R.M. = Resisting/Overturning Ratio 3rd Stem Stem OK 0.00 ft Concrete 12.00 in # 6 13.00 in Edge 0.850 3,701.8 lbs 14,336.7 ft-# 16,861.6 ft-# jJ81 ... 36,575.0 8,750.0 41.3 1,090.6 171.1 6,773.4 450.0 53,851.3 4.73 • (' ,\ '!! ; -·"'-· ._.l...~LL· ~; -'......:...-•·--.. ,..1.•s.~- q( l q ( qj -~ L ~ ~ Al tJ /-ta fJ, · /f,ld Sur 1£!# f:_il zJ)J-~i A-ed !I 1,4-{ fJ 10 I (jJ (1 f &1%, a>r v~ /{~fe f_/ (L-£_( fc ~ )6 ll \°ti ci_,Uf(\ /1~~9f a:ty cd~ { I ~ iB . , l / , · r J ~-t J (/4(,.., (a, r 1 µ_,V Cw/ Jh6 ft CJ{ l ~!, oJ /?{ · tJl~v 1J ( k {/--e._,? z;l,t y_,, 5· lt(s/l't ~If-(N '{--(C-'L ll I (<t> / ci,, fr .t "•{.-a,J I ;;1., µ-p[ O"' s (!) {-G 1 v(~(q;e-'f;;;; 1dcft "'-···-.,.....-----( f~r:?ROVALS D~te !.!/4.euilding ~Plzmning _j,.I / 5 /'lZ.. Engineering __ fire __ coastal ____ Health ____ Assoc. f6 tr "I tt4 a /2 fi:J, DAT!:S ·;o \ From Apr,lican! Apnllcanl ~ , HAZ MAT FORM : ~ INDWASTEAPP --+------SCHOOI.FEEFORM -:l§V3/f f' ___ ---:~R~:RR ___ .:--------BUS UC \-. -----. _ V-! COMP ·t ... __ FIRE PLANS ::::-:_:~L-i---___ . ·=-~ ~s:Fe6soRPt.ANS 1~·~~5Zf :;£¥:%Qi:'t!P:.,ZMW%'~(~~;:]:$~1:;fTf!f.·;~~R%f.~!i?tr0..(:~0:J~~D·5*;;;p:,\-::, ..• ~,