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Home My WebLink About2196 DICKINSON DR; ; CB031408; Permit06-12-2003 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No CB031408 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 2196 DICKINSON DR CBAD RETAIN Lot# $16,20700 Construction Type 0 NEW Status ISSUED Applied 05/13/2003 Entered By CB Plan Approved 06/12/2003 KELLY CORE RANCH-TRACK 97-A CASE 2 DESIGN LOT92 1029SF RETAIN WALL Issued Plan Check* 06/12/2003 Inspect Area Applicant THE JASPER COMPANIES 2970 GRACE LN COSTA MESA, CA 92626 714-546-5730 7350 06/12/03 0002 Oi 02 Owner 155-21 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Strong Motion Fee Renewal Fee Add'l Renewal Fee Other Building Fee Additional Fees TOTAL PERMIT FEES $15359 $000 $9983 $000 $1 62 $000 $000 $000 $000 $255 04 Total Fees $255 04 Total Payments To Date $9983 Balance Due $15521 Inspector FINAL NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review set aside void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vnu have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 1 PROJECT INFORMATION 5") p ** fa/L flux ffarJn Tftr^/l/o; Address {include fldg/Suite #) FOR OFFICE USE ONLY PLAN CHECK NOSj£Q3140ft EST VAL Plan Ck Deposit Validated By. Date \: -£2Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No m- Phase No Total tt of units Assessor's Parcel Existing Use •pfoposi-d'L y-'99 = 83 # of Bedrooms. / //SOVFT / /$o\ Stories . # of Be<fe-fairiisui wall joZ^1? — 1~& f- 7«e_# of Bathrooms int from applicant) Name " Address City 3 fi APPLICANT^ Q'Contractor S-rtger^fo^Cohtractor Q Owner Q Agent for Owner State/Zip Telephone , 7/V ^5' Fax # Name 4 PROPERTY OWNER ' Address /n 7 City Statsfeip :.. . , > . C4 Telephone # Address City &Fe/Zip Telephone #Name "S 'CONTRACTOR - COMPANY NAME 'TrT-Ti-h- 3i;;. •""'' ' "•••~ :-- '" : :! : : :;3 :4:V i:'i' : ' "lit "A • -;"» (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct alter improve, demolish or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemplum.. Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollais [$500]) Jr Name •C — 1State License # J o<- ' " Address f O / & / License Class C eA. s " City State/Zip •i 1 ^f City Business License # 1 at i Telephone # Designer Name State License # Address City State/Zip Telephone 6 m WORKERS' COMPENSATION ;1 f Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations f~l I have and will maintain a certificate of consent to self insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued PP^>| have and will maintain workers compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker s compensation insurance carnep.and policy number are f C£>(V\D Policy No jQ COOK ^rVOTc^ Expiration Date /Q -Insurance Company (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) f~l CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in an/ manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up 1o one hundred thousand dollars_($ wO.OpOLiiiySddition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney s fees siGNATURE^yy^» 'f~jHaJc&A&&Y~ /kt'iCi'r DATE <&~~j 3 ~<^>3 7 OWNEB-etjiLDER DECLARATION ^ T? I hereby affirm that I am exempt from the Contractor s License Law for the following reason n I as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) l~l 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 License Law) l~l I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement d YES dNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDiNG I PERMITS: ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? l~| YES l~l NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? £] /ES l~l NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? d YES H] NO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT *8; CONSTRUCTION LENDING AGENCY •iffllur ••''* '!*!., ". I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 30970) Civil Code) LENDER'S NAME _ LENDER'S ADDRESS __ 9 APPLICANT CERTIFICATION .i:::; ' % J. . ... ' ;"5 jilt. ... ", I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS 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 and become null and void if the building or work authorized by such permit isrjoLcQtnmenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work(ISMrgXiencec{ror ^yfey of 180 days (Section 106 4 4 Uniform Building Code) APPLICANT S SIGNATURE DATE WHITE File YELLOW Applicant PINK Finance City of Carlsbad Bldg Inspection Request For 09/25/2003 Permit* CB031408 Inspector Assignment JM Title KELLY CORE RANCH-TRACK 97-A Description CASE 2 DESIGN LOT92 1029SF RETAIN WALL Type RETAIN Sub Type Phone 7604452364 Job Address 2196 DICKINSON DR Suite Lot 0 "~A\fW Location Inspector x~—* * APPLICANT THE JASPER COMPANIES Owner SHEA HOMES LIMITED PARTNERSHIP Remarks OR 452-9364 - DID NOT UNDERSTAND REQUES - Total Time Requested By MARGARITO Entered By CHRISTINE CD Description Act Comment 69 Final Masonry \)& Associated PCRs/CVs Inspection History Date Description Act Insp Comments 08/11/2003 17 Interior Lath/Drywall WC JM 08/11/2003 63 Walls AP JM WALL DRAIN OK 07/28/2003 66 Grout AP JM 2ND LIFT 07/16/2003 63 Walls WC JM 07/16/2003 66 Grout PA JM 1ST LIFT 07/02/2003 61 Footing AP JM OK TO POUR - NEED SPECIAL INSP REPORT r\ PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB DATE 9=>//<?/<fh- ^ ADDRESS fca#^ki V^f-aQ RESIDENTIAL RESIDENTIAL ADDITION MINOR « $10,000.00) TENANT IMPROVEMENT PLAZA CAMINO REAE 4 CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER ENGINEER Docs/Mlsforms/Pianning Engineering Approvals 77 DATE DATE PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB DATE ADDRESS RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR « $10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER DATE ENGINEER DATE DocWMisforms/Planning Engineering Approvals t t °7~ //- J-LAj2je*K^^L^£&fL^ -- 0 l) -.^Jf^VI— L^LJCJL i^8-S\ / • /j r\ ^—LJ / Project VUL S^oh UW[ Designed J O\^- Checked i -= rf\^ ^\ ^\SIMON WONG ENGINEERING // \v/ \^7 \v STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-31 13 San Diego CA 921 31 FAX (858) 566-6844 Page ^^ Pro, # SOO-^\ 3 ^_2lZ/°Z^ Revised Designed Checked'-V. k SIM ON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street Suite 202 San Diego, CA92131 (858)566-3113 FAX (858) 566-6844 Page Proj # Date Revised .^-.<x 0 '-x^, - 0^30 c I-63.M-0 =- ,OOS-77 / •/ (b -2. y SIMON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA 92131 (858)566-3113 FAX (858) 566-6844 Page # Date Revised ok: \c ( = \z I < U = < ^SIMON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street Suite 202 San Diego, CA 92131 (858)566-3113 FAX (858) 566-6844 Page Proj Date Revised z.6 iry p - Ax = H 6 ICXDO ^ \\.o 2_ = .003-7°! ^ 1 6.0 ^ 2^0 OVl RETAINING WALL STABILITY SIMON WONG ENGINEERING 9968 Hibert Street #202 San D.ego, CA 92131 PROJECT NO Phone # (858)566-3113 Fax# (858) 566-6844 PROJECT 500-513 Kelly Ranch f. PAGE No OF DATE 07/03/02 BY JDH *** RETAINING WALL - Casef *** Wall Description 1 1 3 RET WALL WITH 2 1 BACKFILL SLOP nP<5IRN PARAMFTFRS AND LOADING CONDITIONS Act™ Press (pcf) = 55 ' Soil Slope = 2 Pasuve Press (pcf) = 250, (Honz to vertical) Allow Son Bear (psf) = 200° - lnPut ° for Uevel Backfl" Coeff Friction (cone/sal) = 0 35 - Added loads Unit Wght of Soil (pcf) = 11°- Surcharge Load (ft) = Unit Wt of Masonry (pcf) = 132' Axial Load Top (kips)= Unit Wght of Cone (pcf) = 150 - Moment at Top of Wall = Height of SoH (ft) = 11333' Shear at Top (kips) = Lateral Uniform (ksf) = Railing Load Lateral Line Load (Ib) = Distance Above Top of Wall (ft) = Surcharge Loads Resultant Load @ Back of Wall = Distance Above Top of Footmg= Wall Dimensions Setback From Toe to Face of Wall (ft) = Footing Width (ft) = Footing Thickness (ft) = Top of Wall Width (in) = Height of 6" Block (ft) = Height of 8" Block (ft) = Height of 12" Block (ft) Height of 16- Block (ft) HgW of Cone Stem (ft) = Top of Cone Wall Width (in) = Backface Slope (Vertical 1 ) =sjMiyn Section Heigfit Width Area Force Arm ("•) («•) (ft"2) (ksf) (ft) SoiStOpe 382 783 1534 169 939 Sofl<8-) .000 800 000 000 800 SoBOn 333 783 2611 287 808 Soi<12-) 333 750 2500 275 825 Sold*-) 467 717 3345 368 842 So8(Conc) 000 783 000 000 808 ToeS* 100 35 350 03g 175 °"|2- 000 067 000 000 383 *B* 000 050 000 000 375 *'3tr X IE ;» ;; 383 ^v- i '!E "" °« °°° AdTbL - ' 45° °68 825 '•- '-'' ••'-•"•• , . 000 3 R.I .•:•; ..;.'.:". ": F = 1555 MR = ••-, . • ,:-. . • .':. . . 2ffl£&minajMojjj3oi E 1 , 0 0 0 0 0 0 35 0 0 350 12 1 08333 8 0 3333 " 3333 " 4667 " 0 8 1000 Moment (k-ft) 1584 000 2321 2269 3097 000 067 000 000 1 13 1 76 342 11 70 557 000 11697 SOIL PRESSURE e1 = (MR-MOT) / F (ft ) = e = B/2 - e (ft ) = Mm Soil Bearing Press (ksf) = i 4 952 B / 6 (fl) = 2 000 1 048 L1 (ft ) = 0 00 0617 I Max Soil Beanng Press (ksf) = SLIDING Lateral Forces 1 975 | i i Tot Lateral Force (kip) = 7 34 Friction based on Inert block method Coeff of soil to soil friction tan(<p)= o 55 Fnction in Front of Key = 7 76 Friction From Key Back = 1 37 Total Fnction Force (kip) = 913i Passive Resistance Key Depth Below Footing (ft) = 3 00 Key Width (ft) = ! 1 5 Soil depth above toe of footing (ft) = 1 Analysis Neglects Top 1 Ft of Soil Key Face Distance From Toe (ft) = , • 7 5 Length p-mm p-max Force (ft) (k/ft) (k/ft) (kip) 4 08 0 00 Fnction + Passive (kip) = FOOTING MOMENTS AND SHEAR 1 021 2 084 11 216 SF = 153 | S Max Allow Shear Stress 47 5 OK " HEEL MOMENT IS LIMITED TO MAX STEM MOMENT:" Toe Shear = 493 kips fv = 4329 Toe Moment = 1 1 29 kip-fl As reqd (m'm 0 789 Distance from Ftg bottom to Centroid Steel (in) =35 I Heel Shear = 446 kips fv ' 3538 Heel Moment = 1334 kip-ft As reqd (.n'/fi 0847 Distance from Ftg top to Centroid Steel (in) =25 Key Shear = 7 34 kips fv = 4216 Height Press 16333 0000 Lat Max Lat Added Press Mom jt-fl) 0 898 0 000 Key Moment = 1100kip-ft As regd^n'/n Distance from Key front to Centroid Steel (in) =35 ' Footing Lateral Temperature and Shrinkage Steel (m2) 0474 2 246 RETNEW20020XLS LU 6-19-02 Designed- ^ O V+- .. Checked: k SIMON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street Suite 202 San Diego, CA 92131 (858)566-3113 FAX (858) 566-6844 Page Proj # Date Revised = H. Designed- '" Checked. S/MCW WO/VG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego CA 92131 (858)566-3113 FAX (858) 566-6844 Page 2-7 Proj # Date Revised er-V- W U 10 (s> O .o Project Designed ^ O ^ •— Checked \^SIMON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street Suite 202 San Diego CA 92131 (858)566-3113 FAX (858) 566-6844 Page Proj * Date Revised ,d - 7 6S 2.0 n OVL ^< RETAINING WALL STABILITY SIMON WONG ENGINEERING 9968 Hibert Street #202 San Diego, CA 92131 PROJECT NO Phone # (858)566-3113 Fax# (858)566-6844 PROJECT PAGE No OF- 500-513 DATE 07/03/02 BY JDH Kelly Ranch Tf ' *" RETAINING WALL - Case*"* Wad Description 1 1 3 RET WALL WITH 2 1 BACKFILL SLOPE nP«5IRN PARAMETERS AND LOADING CONDITIONS Active Press (pcf) = 55 - Soil Slope = 2 Passive Press (pcf) = 250. (Honz to Vertical) Aflow Soil Bear (psf) = 200° - lnPut ° for Level Backfi" Coeff FrtcBon (cone/soil) = 035 - Added loads UnH Wght of Soil (pcf) = 110- Surcharge Load (ft) = Urdt Wt of Masonry (pcf) = 1 32 ' Axial Load Top (kips)= Unit Wght of Cone (pcf) = 150 - Moment at Top of Wall = Height of SoH (ft) = 11 333' Shear at Top (kips) = Lateral Uniform (ksf) = Railing Load Lateral Line Load (Ib) = Distance Above Top of Wall (ft) = Surcharge Loads Resultant Load @ Back of Wall = Distance Above Top of Footmg= Wall Dimensions Setback From Toe to Face of Wall (ft) = Footing Width (ft) Footing Thickness (ft) = Top of Wall Width (in) Height of 6" Block (ft) Height of 8" Block (ft) Height of 12" Block (ft) Height of16' Block (ft) Hght of Cone Stem (ft) Top of Cone Wall Width (in) Backface Slope (Vertical 1 ) STABILITY Restating Moment Section Height Width Area Force Arm <"•> (ft) (ft*2) (ksf) (ft) SoflStope 392 783 1534 169 939 SoB<ffl 000 800 000 000 800 SoB 0F) 333 7U3 2611 SoidZ") 333 750 2500 275 825 •"•CW). 467 717 3345 368 842 Soacconc) ooo 783 ooo ooo BOB ToeSoB 100 35 350 Q3g 1?5 C«|CWaa 000 067 000 000 383 £B* 000 050 000 000 375 -tret* ^ $33 °67 223 029 383 UP Me- !« 1°° 333 044 40° FfcotaQ 1M 622 °82 417 Add Dl .:• 1S° 45° °68 825 •'-. • ••••• •• ••• --;•.. nrv> -,R? L .". ' •'.-.'•• F = 1555 MR = 1 - 0 0 0 0 0 0 35 0 0 350 12 1 08333 8 0 3333 " 3333 - 4667 " 0 8 1000 Moment (k-ft) 1584 000 2269 3097 000 000 000 1 76 11 70 557 000 11697 SOIL PRESSURE e=(MRMOT)/F(ft)= 4952 B/6(ft)= 2000 e = B/2-e' («) = 1048 L'(ft) = 000 Mm Soil Beanng Press (ksf) = Max Soil Beanng Press (ksf) = SLIDING Lateral Forces Tot Lateral Force (kip) = Friction based on inert block method Coeff of soil to soil fnction tan(<p)= Fnction in Front of Key = Fnction From Key Back = Total Fnction Force (kip) = Passive Resistance 0617 1975 I 734 355 776 137 313 Key Depth Below Footing (ft) = 3 00 Key Width (ft) = '15 Soil depth above toe of footing (ft) = 1 Analysis Neglects Top 1 Ft of Soil • Key Face Distance From Toe (ft) = ( '75 Length p - mm p - max Force (ft) (k/ft) (k/ft) (kip) i 4 08 0 00 1 021 2 Oft* Fnction + Passive (kip) = 11 SF = FOOTING MOMENTS AND SHEARS 216 I 53 | I Max Allow Shear Stress 47 5 OK ' " HEEL MOMENT IS LIMITED TO MAX STEM MOMENT " Toe Shear = 493 kips fv =' 4329 Toe Moment = 1 1 29 kip-ft As read (m'm 0 789 Distance from Ftg bottom to Centroid Steel (in) =35 \ Heel Shear = 446 kips fv =. 3538 Heel Moment = 1334 kip-ft As reqd (<n*m 0847 Distance from Ftg top to Centroid Steel (in) =25 Key Shear = 7 34 kips fv I 42 16 -30 HeighJ Win Lat Max Lat Press Press pij'' ftrtH (k/fU 14292 0«» RETNEW2002C.XLS 0786 LU 6-19-02 Added Mom MOT (k-ft) 0 000 26 758 SF 270 Key Moment = Designed ^A 1Q\T SIM ON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego, CA92131 (858)566-3113 FAX (858) 566-6844 Page Proj # Date 7/7/ Revised /STRUCTURAL & 9968 Hibert Street, Suite 202 San Diego, CA 92131 BRIDGE ENGINEERS (858)566-3113 FAX (858) 566-6844 Page •32. Proj Date Revised L Q T f O 2. T5 2. 7-S i. D -ff Designed. ^ . .. P. — Checked SIM ON WONG ENGINEERING STRUCTURAL S BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 San Diego CA92131 (858) 566-3113 FAX (858) 566-6844 Page Revised = -7 » M-.IO V; Trv/ \ RETAINING WALL STABILITY SIMON WONG ENGINEERING 9968 Hibert Street #202 San Dtego,CA 92131 PROJECT NO Phone #-(858) 566-31 13 Tv-fc^fl. (858*56*6844 PROJECT PAGE No OF 500-513 DATE 07/08/02 BY JDH Kelly Ranch —^ -. . *** RETAINING WALL - Case II *** ' was Description « ^ RET WALL WITH 2 1 BACKFILL SLOP nFfiifSN PARAMPTFRS AND LOADING CONDITIONS Aeeve Press, (pcf) = 55' Soil Slope = 2 PasshwPreskfjxrf) = 250- (Honz to Vertical) ABowSoB Bear (psQ « 2000 ' lnpul ° fof Level Backfi" O^Frteto (cone/Soil) = 035' - V ----r- , /: Added loads Unit Wght Of Soil (pcf) = 110- Surcharge Load (ft) = Unit Wt of Masonry (pcf) = 132 - Axial Load Top (kips)= Uim Wght of Cone (pcf) = 150 - Moment at Top of Wall = Height Of SoB (ft) = 86667 ' Shear at Top (kips) = - '...;. : .-"-.'.' . '.' Lateral Uniform (ksf) = '• -. Raffing Load Lateral Line Load (Ib) = ..J-'.,:. ; Distance Above Top of Wall (ft) = ' : Surcharge Loads Resultant Load @ Back of Wall = ,.'-;' - \> Distance Above Top of Footmg= - • Watl Dimensions .A-'.. „ Setback From Toe to Face of Wall (ft) '" '•' / v ,;' •'•" } Footing Width (ft) ;•• ' '.- Footing Thickness (ft) = . -Top of Wall Width (in) Height of 6- Block (ft) -.;'•-= i C ,;, Height of 8- Block (ft) Height of 12- Block (ft) .';-. \?', ":' Height of 16" Btock (ft) . V-V'' ;x Hght of Cone Stem (ft) .:.' "::r •* Top of Cone Wan Width (in) ' ; ;- • •"*'' Backface Slope (Vertical 1) STABIUTY - C.. '^-:.-r^7««Wteo Moment • Sodflon - HelgM Width Area Force Arm "-..?;:'"•"•••" .'.^Wi';- - (H) (ft*2) (ksf) (ft) Sca'Slope.,. Z54 508 646 071 631 . f^^Jt". i.',?00 - : i*25 000 000 538 ^(ar>,;.. f67 'S08 2372 261 546 So|<iar)^: aoo ,475 ooo ooo 553 " •S.flW^'VBO' •J.":/442 1767 !94 579 .»fp|nc4;,.. OX», :-,:508 000 000 546 ,^*f ^,ij 6f?° , - °67 000 000 258 ^;?:^A%:C?,pv- °;°°' •--" 05° ooo ooo 250 V£9fc*>J3'r-yv4JS'; 007 313 041 258 -"" R&te"^4>V^r";""M33' 533 07° 292 - '»^?'^&ffff:£~< "-:":' • ' ooo 258 ;^|^V.Sv^':^bLvi;L=.,-. F= 824 MR = "'L-{VVX ' ' '^^"Tnfnii fll|nnni|i] >E 1 0 0 0 0 0 0 35 0 0 225 8 1 8 0 46667 0 4 0 8 1000 Moment (k-ft) 448 000 1424 000 11 26 000 028 000 000 107 000 206 460 1 86 000 4004 SOIL PRESSURE e = (MR-MOT) If (ft) = 2834 B/6(ft) = e = B/2 - e (ft ) = 1 166 L' (ft ) Mm Soil Beanng Press (ksf)= 0130 Max Soil Bearing Press (ksf) = 1 930 SLIDING Lateral Forces Tot Lateral Force (kip) = 410 Friction based on inert block method Coeff of soil to soil fnction tan(<p)= () 55 Fnction in Front of Key = j 92 Fnction From Key Back = 081 Total Fnction Force (kip) = 4 73 Passive Resistance Key Depth Below Footing (ft) = ;> 75 Key Width (ft) = 1 Soil depth above toe of footing (ft) = 1 Analysis Neglects Top 1 Ft of Soil Key Face Distance From Toe (ft) = 4 Length p - mm p - max Force (ft) (kffl) (k/ft) ' (kip i 3 75 0 00 0 938 1 75« Fnction + Passive (kip) = 6 491 |s F = 1 58 | FOOTING MOMENTS AND SHEARS Max Allow Shear Stress 47 5 OK " HEEL MOMENT IS LIMITED TO MAX STEM MOMENT " Toe Shear = 271 kips fv = Toe Moment = 4 46 kip-fl As reqd (m'm Distance from Ftg bottom to Centroid Steel (in) =35 Heel Shear = 2 82 kips fv = Heel Moment = 5 97 kip-ft As reqd ;m2/ti Distance from Ftg top to Centroid Steel (in) =25 Key Shear = 4 10 kips fv = 1 333 000 2655 0339 2470 0402 4018 Height ffil —12.208 Mm Lat Press AM) 0000 Max Lai Press (m) 0671 Added Mom MOT (k-ft) 0 000 16 680 SF 240 Key Moment = 564 kip-ft Distance from Key front to Centroid Steel (in) = Footing Lateral Temperature and Shnnkaqe Stepl As reqd (m'/ft 35 i jm2) = 0431 1 382 RETNEW2002C.XLS LU 6-19-02 WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street Suite 202 San Diego, CA 92131 (858) 566-31 13 FAX (858) 566-6844 Proj Date Revised ' ^ ^ / / 1-0 6'-8' 6'-o" STRUCTURAL * BRIDGE ENGINEERS 9968 Hibert Street Suite 202 San Diego CA 92131 (858)566-3113 FAX (858) 566-6844 p!$&wfe ;•>',;»!•':•',»•••,• x^SK'.'i.tA ^>V.N ».:'S^K»C-to;i*«:; .^r?"::- == . Designed _ — Checked . SIM ON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street Suite 202 San Diego, CA 92131 (858) 566-3113 FAX (858) 566-6844 Page Date Revised RETAINING WALL STABILITY SIMON WONG ENGINEERING 9968 Hibert Street #202 San Diego, CA 92131 Phone # (858)566-3113 Fax # (858) 566-6844 PROJECT NO 500-513 PROJECT Kelly Ranch PAGE No DATE BY OF 07/09/02 JDH *** RETAINING WALL - Case III *** Wall Description 8 0 RET WALL WITH LEVEL BACKFILL DESIGN PARAMETERS AND LOADING CONDITIONS 36 Soil Slope = 0 250 2000 Active Press (pcf) = Passive Press (pcf) = Allow Soil Bear (psf) = (Honz to Vertical) Input 0 for Level Backfill Coeff Fnction (cone/soil) =0 35 Unit Wght of Soil (pcf) = Unit Wl of Masonry (pcf) = Unit Wght of Cone (pcf) = Height of Soil (ft) = Railing Load Surcharge Loads Added loads 110 Surcharge Load (ft) = 1 32 Axial Load Top (kips)= 150 Moment at Top of Wall = 8 Shear at Top (kips) = Lateral Uniform (ksf) = Lateral Line Load (Ib) = Distance Above Top of Wall (ft) = Resultant Load @ Back of Wall = Distance Above Top of Footmg= Wall Dimensions Setback From Toe to Face of Wall (ft) Footing Width (ft) Footing Thickness (ft) = Top of Wall Width (in) Height of 6' Block (ft) Height of 8' Block (ft) Height of 12* Block (ft) = Height of 16' Block (ft) Hght of Cone Stem (ft) = Top of Cone Wall Width (in) Backface Slope (Vertical 1) RwWtaB Moment S«*0" HeJoN Width 0 0 0 0 0 0 35 0 0 000 6 1 8 0 4 4 0 0 8 1000 Area Force Arm Moment (ksf) (ft) (k-ft) 000 000 422 000 000 000 325 000 333 782 350 770 000 000 367 000 000 000 333 000 000 000 o 000 °00 000 033 000 000 0°° 025 000 i68 035 033 012 400 053 050 026 0-00 000 067 000 •A00 090 300 270 050 000 OOP 1860 SOIL PRESSURE e = (MR-MOT) / F (ft) = e = B/2 - e (ft) = 2 249 0 751 B / 6 (ft) = 1 000 L1 (ft) = 000 Mm Soil Bearing Press (ksf) =0'262 Max Soil Bearing Press (ksf) =1 847 SLIDING Lateral Forces Tot Lateral Force (kip) = Friction based on inert block method Coeff of soil to soil friction tan(ip)= Fnction in Front of Key = Fnction -rom Key Back = Total FnUion Force (kip) = Passive Resistance Key Depth Below Footing (ft) = Key Width (ft) = Soil depth above toe of footing (ft) = Analysis Neglects Top 1 Ft of Soil Key Face Distance From Toe (ft) = Length p - mm p - max (ft) (k/ft) (k/ft) 1 46 o 55 0 00 .' 21 ,! 21 0 00 1 1 100 000 0250 Fnction + Passive (kip) = Force (kip) 0 125 2 340 HE!1 60 FOOTING MOMENTS AND SHEARS Max Allow Shear Stress 47 5 OK " HEEL MOMENT IS LIMITED TO MAX STEM MOMENT ' Toe Shear = o 00 kips fv 000 Toe Moment = 000 kip-ft As reqd (m'/fi o 288 Distance from Ftg bottom to Centrotd Steel (in) =35 (Minimum) " Toe Remf NOT Req'd (length <= depth) " Heel Shear = 0 54 klps fv = ' 4 71 Heel Moment = 307 klp_ft As reqd (m'/ft Q 288 Distance from Fig lop to Cenlroid Steel (in) =25 (Minimum) KeyShear 1429 Height (ft ) Q nooy uw Mm Lai Press (k/ftj__ 0000 Max Lat Press (k/fl ) 0324 — Added Mom MOT (k-ft) 0 000 4 374 S F 425 Key Moment = Distance from 0 00 kip ft AS reqd (,n'/tt Key front to Centroid Steel (in) =35 " Key Remf NOT Req d fdepth , Footing Lateral Temperature and Shrinkage Steel (m21 '- 0 288 (Minimum) <= width) " 1 037 _uoj: i/ oy GEOCON INC PAGE 01/06 \Date 04/04/02 %?| Number of pages indfudmg cover sheet GEOCON TO Phone Fax JASPER COMPANIES 714-546-0917 FROM: Phone Fax David B Evans Geocon, Inc 6960 Flanders Drive San Diego CA 92121 $58-558-6900 858-558-6159 Ice.Dale Greenhalgh 949 494 4046 REMARKS:Urgent KELLY CORE Project No 06800 ^For your review Reply ASAP Please Comme.it Subject Reference Message Dan, Dale Greenhalgh indicated that you needed some information regarding retaining wall design values Please find attached the excerpts from the soil report thai pertain to retaining walls Please call me if you have any questions APP Dave Evans BY OCT 1 8 2002 City of CARLSBAD BUILDING DEPT 8//J1/2002 17 89 858-558-6159 GEOCOH INC PAGE 02/06 ADDENDUM GEOTECHNICAL REVIEW 40-SCALE PLANS KELLY CORE TRACT 97-16 CITY OF CARLSBAD,CA For mLLMAN PROPERTIES AUGUST 1, 2001 By PACIFIC SOILS ENGINEERING, INC. San Diego, CA (Work Order 400607) o//jj./_uu.i J. /INC PAG!! t)3/06 sil, 2001 IS Order 400607 Page 33 who is familiar with hillside grading techniques, m general, and the site- specific conditions reported m the final grading report, in particular Foot- ings for the perimeter walls at the top of natural slopes should be founded in competent, unweathered bedrock or compacted fill. This may require deepening to extend through weathered zones or colluviated areas adjacent to daylight cuts All walls should be structurally separated at twenty (20) foot, or less, increments and at perpendicular comers " fe. 3.2 Retaining Wall Design Retaining walls should be founded on compacted fill or bedrock Foundations may be designed in accordance with the recommendations presented m Section 3.1 1 It is PSE's understanding that bom conventional masonry walls and rein- forced earth-type walls are being considered for the project. Due to the fact that some of the nanve onsite soils are relatively fine-grained and expansive, specifications for the quality of backfill soils should be defined. It should be anticipated that suitable backfill material will have to be imported or selectively produced from onsite sources. 3.2.1 Masonry Walls Conventional masonry walls constructed with select granular backfill can be designed to resist lateral pressures that are developed by a fluid with a unit weight of 36 Ibs./cu.ft (55 IbsJcu ft for 2 1 slopes), plus allowances for any surcharges. As depicted on the accompanying retaining wall de- tail (Plate G-15, Appendix C), the select material should extend a mini- mum width (behind the wall) of one-half the wall height and should be capped with an approximate one (1) foot thickness of native soil Select granular backfill shall have a sand equivalent of not less than, 30 and an expansion index of not more than 20. The wall design should include wa- terproofing (where appropriate) and weep holes or backdrains, for reliev- ing possible hydrostatic pressures saius , true 0//-J1/2002 17 09 858-558-6159 tjtUCUN INC PAGE 04/06 it 1,2001 Order 400607 Page 34 Additional allowances should be made m the retaining wall design to ac- count for the influence of construction loads, temporary loads, and possi- ble nearby struc-tural footing loads. Unit weights of 110 pcf and 130 pcf may be used to model the dry and wet density of compacted backfill No backfill should be placed against concrete until minimum design strengths are achieved in compres-sion tests of cylinders It should be noted that the bearing capacity and passive resistance values pre-sented in Section 3 1 1 are based on level conditions at the toe Modi- fied design parameters can be presented for retaining walls with sloped conditions at the toe. 3.2.2 Reinforced Earth Walis Reinforced earth-type walls are proprietary systems that are designed by the manufacturer (i e., Keystone, Loeffel, Hilfiker, etc ) These systems include block-type facing that is tied to a reinforcing material such as wire mesh, geofabnc, or straps that extend back behind the wall face Such sys- tems develop strength through the interaction of the soil and the reinforcing material. Typically, the manufacturer/ designer specifies the strength re- quirements for the soils to be used as fill materials behind the wall face and within the limits of the reinforced soils zone Normally, granular material is specified and must meet minimum shear strength require-ments It is likely that some of the native soils will not satisfy those requirements, therefore, import of backfill materials, or selective grading, should be an- ticipated for this wall type For estimating purposes, the select material commonly extends behind the wall a distance equal to approximately the height of the wall Drainage should be provided behind the reinforced soil zone, at the interface with the PACIFIC SOILS e,MGiiueej=iii\jG, IMC W3J/2002 17 09 858-558-6159 GEOCON INC PAGE 05/06 1,2001 ork Order 400607 Page 27 %*t &!*••"'i specific structure sitmgs'and loading details Plans for such facilities should be provided to the geotechmcal engineer for review, comment, and specific design recommendations when available 3 1 Structural Design - Single-Family Residential Development It is anticipated that one- and two-story, wood-frame residential structures with shallow foundations will be constructed. Maximum anticipated wall loads are ex- • - pected to be less than 2 kips per foot Upon the completion of rough grading, finish grade samples should be collected and tested so as to provide specific recommendations as they relate to individual lots These test results and corresponding design recommendations will be pre- sented in a final rough grading report. Final slab and foundation design recom- mendations should be made based upon specific structure sitings, loading condi- tions, and as-graded soil conditions It is anticipated that the majority of onsite soils will possess low to medium ex- pansion potential when tested in accordance with UBC Standard 18-2 and classi- fied in accordance with UBC Table 18-1-B. However, some soils may classify as high and very high by that standard For preliminary budgeting purposes, the fol- lowing foundation design requirements, for the range of potential expansion char- acteristics are presented 3.1.1 Foundation Design Residential structures can be supported on conventional shallow founda- tions and slab-on-grade or post-tensioned slab/foundation systems. The design of foundation systems should be based on the as-graded expansion potential as determined by post-grading testing of near-surface soils The following values may be used in preliminary foundation design. fi- fe PACIFIC SOILS EI»J«3INEEKJIIV1G, INC 17 858-558-6159 GEOCON INC PAGE 06/06 1,2001 Page 28 *&£ t>> ST' Allowable Bearing Lateral Bearing Sliding Coefficient Settlement 2000 Ibs /sq ft (assuming a minimum em- bedment depth of 12 inches and a minimum width of 12 inches) 250 Ibs /sq ft per foot of depth to a maxi- mum of 2000 Ibs /sq ft 035 Total = 1 inch Differential = 1/2 inch in 20 feet The above values may be increased as allowed by code to resist transient loads such as wind or seismic Buildmg code and structural design con- siderations may govern Depth and reinforcement requirements should be evaluated by the structural engineer 3.1.2 Conventional Foundations and Slabs Conventional slabs and foundation systems may be designed and con- structed in accordance with the anticipated range of expansion characteris- tics as presented in Table 3-1 3.1.3 Post-Tensioned Slabs/Foundation Design Recommendations If the developer elects to utilize post-tensioned slab/foundation systems, design and construction should be undertaken by firms experienced in the field It is the responsibility of the foundation design engineer to select the design methodology and properly design the following system for the soils conditions indicated herein The slab designer should provide deflection potential to the project architect/structural engineer for incorporation into the design of the structure If the project foundation design engineer elects to use the Post-Tensionmg Institute (PTI) foundation design procedures as descnbed in 1997 UBC Sections 1814 and 1817, the following soil design A(S»~-21-03 O9:49A The Jasper Co. __ Client* 38564 714 433 2124 JASPCOM P.O1 ACQBD, CERTIFICATE OF LIABILITY INSURANCE PRODUCER Armstrong/Robitaille Bus&lnsSv 6f") Langsdorf Drive #100 \ 'OX 34009 Fuiierton, CA 92834-9409 DATE (MM/OD/YV) 11/05/02 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER THIS CERTIFICATE DOES NOT AMEND, EXTENDER ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW INSURED THE JASPER COMPANIES 2970 GRACE LANE SUITE B COSTA MESA, CA 92626 INSURERS AFFORDING COVERAGE National Union Fire Insurance Co IMSURE1 B j INSURER C INSURER O COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED NOTWITHSTANDING ANY REQUIREMENT TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WHH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED Ofl WAY PERTAIN THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBjECT TO ALL IHt TERMS EXCLUSIONS AND CONDITIONS OF SUCH POLICIES AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS IS? 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OCATIONS/VEHICLES/EXCLUSfONS ADDED BY ENDORSEMENT/SPECIAL PROVISIONS 30 DAYS NOTICE OF CANCELLATION EXCEPT 10 DAYS FOR NONPAYMENT OF PREMIUM RE License** 528767 CERTIFICATE HOLDER i ADDITIONAL INSURED INSUH6RLETTER CANCELLATION f 1 Contractors State License Board PO Box 26000 Sacramento, CA 95826 SHOULD BNYOFTHE ABOVE DESCRIBED POLICIESBE CANCELLED BEFO^'E THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TOMAH.30 ! . DAYSVKrajTEN NOTICETOTHE CERTIFICATE MOLOEBNAMEO TO1HE LEFT BUTFAILURF TOOOSOSWAV.L IMPOSE NOOBLIGATION OR LIABILITY OF ANY KIND UPON THE INSU'IER ITS AGENTS Oil REPRESENTATIVES AUTHORIZED REPRESENTATIvr ACORO 25 S (7/97) 1 of 2 0S1B6122/M186121 LKC ® ACORD CORPORATION 1988