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HomeMy WebLinkAbout2101 COSTA DEL MAR RD; ; CB062899; Permit11-07-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No CB062899 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 2101 COSTA DEL MAR RD CBAD RETAIN 2165900100 Lot# $50,000 00 Construction Type 0 NEW LA COSTA RESORT CLUBHOUSE POOL.SCREEN WALL, STAIRS, RETAING WALLS Status Applied Entered By Plan Approved Issued Plan Check# ISSUED 10/05/2006 MDP 11/07/2006 11/07/2006 Inspect Area Applicant K S L LA COSTA RESORT CORP 50-905 AVENIDA BERMUDA LA QUINTA CA 92253 Owner K S L LA COSTA RESORT CORP 50-905 AVENIDA BERMUDA LA QUINTA CA 92253 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 $35419 $000 $230 22 $000 $500 $000 $000 $000 $000 $58941 Total Fees $589 41 Total Payments To Date $589 41 Balance Due $000 BUJLDING PLANS — IN STORAGE -ATTACHED /I Inspector FINAL.AR Date Clearance 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 or 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 othpr 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 wilh this project NOR DOES IT APPLY to any fees/exactions of which you 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 FOR OFFICE USE ONLY ~ <y G PLAN CHECK NO<£? " ^"" V. " EST VAL j£ "O Plan Ck Deposit Validated Bv Date D( <9C*3V a 11 cJ C/d£I 1. ^ t Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units 2 CONTACT PERSON (if different frdm applicant) J State/Zip Telephone # 'Agent forC Fax* Name ' Address 5 CONTRACTOR - COMPANY NAME „.. .. . . (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 exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]) Name State License # Designer Name State License # Address License Class Address City City State/Zip City Business License # State/Zip Telephone # Telephone # JS WORKER'S COMPENSATION __ " :'r"" , ' " ' ' ". '...;'• '•""'•'•":• '' Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations D 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 J>^ I have and will maintain worker's 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 c^rnerandj|aeluA number are Insurance Company CWr (if& Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) D 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 any 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 to one hundred thousand dollars($100,000), in addition to the cost of compensation, damages are provided for in Section 3706 of the Labor Code, interest and attorney's fees SIGNATURE DATE !7 " OWNER^BUiLbER DECLARATION ~ " ~. 7J_ ~ rjJJ . .... ..,r^[^...r. .. ..... . _„........„ I hereby affirm that I am exempt from the Contractor's License Law for the following reason I as owner of the property or my employees with wages as their sole compensation will d the work and the structure is not intended or offered for sale (Sec 7044 Business and Professions Code The Contractors 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) D I, as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) D 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 DYES D NO 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 / /ontractors 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) ~^ffiff f £^ C"QS PROPERTY OWNER SIGNATURE WHITE File YELLOW Applicant PINK Finance PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad CA 92008 Page 2 of 2 COMPLETE THiSSECtION FOR NON-RESIDENTIAL BWLDING PERMITS ONLY ' ." ~ ~ '_ Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration for or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES t}NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES jQ NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site' D YES D 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 ; ' 7 •" ; " ; "~~~ : ' """ : " ." "•• \ hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civii Code) LENDER S NAME Al&Me* LENDER'S ADDRESS ?v "APPLICANTCERTIFICATION ~V":'V ' ' " "".. 7 "V.1 7"".' ".'.'.'."" . ~.~.n : :':.~~~^:.... "" "vT 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 City 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, JUDGEMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRAN TING OF THIS PERMIT OSHA An OSHA permit is required for excavations of 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 is not commenced 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 is commenced for a period of 180 djys (Section 106 4 4 Uniform Building Code) APPLICANTS SIGNATURE 'Tfrr G?USa4*W~. DATE WHITE File YELLOW Applicant PINK Finance City of Carlsbad Bldg Inspection Request For 01/31/2008 Permit* CB062899 Title LA COSTA RESORT CLUBHOUSE Description POOL,SCREEN WALL, STAIRS, RETAING WALLS Inspector Assignment PD 2101 COSTA DEL MAR RD Lot 0 Type RETAIN Sub Type Job Address Suite Location OWNER K S L LA COSTA RESORT CORP Owner K S L LA COSTA RESORT CORP Remarks STILL WORKING' Phone Inspecto Total Time Requested By CHRISTINE Entered By CW CD Description 92 Compliance Investigation Comments Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date Description Act Insp Comments 08/02/2007 69 Final Masonry PA PD OK TO EXTEND - SUBMITTING REVISION 02/02/2007 61 Footing PA PD FTG @ KID ZONE 12/21/2006 11 Ftg/Foundation/Piers AP PD WALL FTG CHRJST1AN WHEELEK ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name Job Address Contractor Subcontractor Test Location Req Strength Date Sampled Date Received Sampled by Tested by Sample Type La Costa Clubhouse Pool 2101 Costa Del Mar, Carlsbad KSL Martz Masonry Retaining wall southwest 2000 psi 2-12-07 2-13-07 SL NS/ML Grout, 3"x3"x6" Job# Permit* Architect Engineer Supplier Mix* Admixture(s) Truck # Mix Temp Slump Mm in Mixer 2070116 GB062899 Plan File # McCabe-Harns Superior 868G 301 Ticket* 68957 70° Air Temp 60° 9" % Air 70 UnitWt Sample # 79417 79418 79419 Date Tested 2-19-07 3-12-07 3-12-07 Age (days) 7 28 28 Area (sq inches) 909 933 952 Maximum Load (Ibs) 37,250 41,580 48,260 Comp Strength (psi) 4,100 4,460 5,070 Failure Type The sampling, handling, curing and compressive strength testing were performed by Christian Wheeler Engineering in accordance with the applicable ASTM standards No other warranties express or implied Distribution (1) KSL Development-La Costa Resort and Spa (1) City of Carlsbad (1) Supplier Reviewed by Michael B Wheeler, RCE #45358 4925 Mercury Street -f San Diego, CA 92111 4- 858-496-9760 -f FAX 858-496-9758 CHRISTIAN WHEELER. ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name Job Address Contractor Subcontractor Test Location Req Strength Date Sampled Date Received Sampled by Tested by Sample Type La Costa Clubhouse Pool 2101 Costa Del Mar, Carlsbad KSL Martz Masonry Retaining wall footing, kid zone separation wall 2500 psi 2-10-07 2-12-07 JS NS/ML Concrete, 4"x8" Job* Permit # Architect Engineer Supplier Mix* Admixture(s) Truck # Mix Temp Slump Mm in Mixer 2070116 Plan File it McCabe-Harns RBF Superior 826P 547 Ticket* 68948 60° Air Temp 70° 4'/2" % Air 50 UnitWt. Sample # 79374 79375 79376 Date Tested 2-17-07 3-12-07 3-12-07 Age (days) 7 30 30 Area (sq inches) 12566 12566 12566 Maximum Load (Ibs) 32,710 56,600 53,720 Comp Strength (PSI) 2,600 4,500 4,280 Failure Type The sampling, handling, curing and compressive strength testing were performed by Christian Wheeler Engineering In accordance with the applicable ASTM standards No other warranties express or implied Distribution (1) KSL Development-La Costa Resort and Spa (1) City of Carlsbad (1) Supplier Reviewed by Michael B Wheeler, RCE #45358 4925 Mercury Street -f San Diego, CA 92111 -f 858-496-9760 -f FAX 858-496-9758 L ,~..if& .iK .. I CitvpfCarlsbad Public Wq r ksr —En ;g i n e e r i h g BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECK NUMBER CB BUILDING ADDRESS PROJECT DESCRIPTION Retaining Wall 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 change*, to these items after this date, including field modifications, must be reviewed by this office to insure/continued conformance with applicable codes Pleas/review^arefully all comments attached, as failure to comply \«ith instructions in this report can result ,yi suspensiop'of permit tp build Date\ Please marked or specifi IAL ake i hed report of deficiencies necessary corrections to plans itions for compliance with applicable codes and standards Submit corrected plans and/or specifications to ttHS-oTfice for review By Date ATTACHMENTS Right-of-Way Permit Application ENGINEERING DEPT CONTACT PERSON NAME KATHLEEN M FARMER City of Carlsbad ADDRESS 1635 Faraday Ave Carlsbad, CA 92008 PHONE (760) 602-2741 H \WORD\DOCS\CHKLST\Retaining Wall Buikling Plancheck Cklist Form KF doc 1635 Faraday Avenue • Carlsbad, CA 92OO8-7314 • (76O) 6O2-272O • FAX (76O) 6O2-8562 BUILDING PLANCHECK CHECKLIST RETAINING WALLS Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures (dimensioned from street) C Property Lines Q 2 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 Grading Quantities Cut D Easements E Retaining Wall (location and height) 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 Q 5 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Righl-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 H \WORClDOCS\feHKLST,Retaining Wall Building Planctieck Cklist Perm DR doc PLANNING/ENGINEERING APPROVALS 2/Q/ RESIDENTIAL ADDITION MINOR « $10,000.00) OTHER PLANNER IMPROVEMENT PLAZA CAMINO RBAi CARLSBAD COMPANY STORMS VILLAGE FAIRE COMPLITB OFFICE BUILDING DAT! ENGINEER DATE STRUCTURAL CALCULATIONS CLUBHOUSE POOL LANDSCAPE IMPROVEMENTS LA COSTA RESORT & SPA CARLSBAD, CA Prepared For: KSL LA COSTA RESORT DEVELOPMENT MEC Project Ncxj _ 0623. Date Issued: 7/28/06 Revision Dates: Prepared By: MCNEFF ENGINEERING & CONSULTING 1991 VILLAGE PARKWAY SUITE 115 ENCINITAS, CA 92024 McNEFF ENGINEERING & CONSULTING A PROFESSIONAL CORPORATION 1991 Village Park Way, Suite 115 Encinitas.CA 92024 Tel (760) 479-9838 • Fax (760)479-9837 tester C SHEET NO OF CALCULATED BY CHECKED BY S,,ALE K/VfvAV M V \DATE_ DATE 1 I'Z-' / t-~ LA 0,4 fc- _ _u4J mnoun an i iangii sasas, 2051 I McNEFF ENGINEERING & CONSULTING A PROFESSIONAL CORPORATION 1991 Village Park Way, Suite 115 Encimtas.CA 92024 Tel (760) 479-9838 • Fax (760)479-9837 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. McNEFF ENGINEERING & CONSULTING A PROFESSIONAL CORPORATION 1991 Village Park Way, Suite 115 Encmitas, CA 92024 Tel (760) 479-9838 • Fax (760)479-9837 SHEET NO. CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. LL-1 3 f- / L. .. V. , " ^-- A- <? *-^~h - o °o[.V 9- *>H - .J ~--— T|- J--ST 2(? T ^. s " ....... f - McNEFF ENGINEERING & CONSULTING A PROFESSIONAL CORPORATION 1991 Village Park Way, Suite 115 Encinitas, CA 92024 Tel" (760) 479-9838 • Fax (760) 479-9837 JOB. SHEET NO .OF CALCULATED BY_ CHECKED BY SCALE DATE. DATE. V\ 0 rO V EAE NT Wr\ UL - . f C \~>'-.J 'jrifc' ^= / •t\-T5P J^ j_ "T/"- 3 "- - ---- 1-n OM K _.._. * _.b -...-12- Jv^-^vi^fWftL McNeFF ENGINEERING & CONSULTING A PROFESSIONAL CORPORATION 1991 Village Park Way, Suite 115 Encmrtas, CA 92024 Tel. (760) 479-9838 • Fax: (760) 479-9837 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE MR. OF DATE_ DATE. G I*" i o~r 32:00 H-x. McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encimtas, CA 92024 Title La Costa Resort - Clubhouse Pool La Job # 0623 Dsgnr MM Date 1201PM, 27JUL06 Description Landscape Improvements Scope Code Ref ACl 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev 580010User KW-0606712 VerSBD 1 Dec 2003(c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 caics ECW Calculations Description Entry Fountain Retaining Wall (w/seismic) Criteria Soil Data Footing Strengths & Dimensions Retained Height ~ 800ft Wall height above soil = 8 00 ft Slope Behind Wall = 0 00 1 Height of Soil over Toe = 24 00 in Soil Density = 11000pcf Wind on Stem = 22 0 psf Allow Soil Bearing = 2,0000 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing||Soil Friction Soil height to ignore for passive pressure 40 3 psf/ft 0 0 psf/ft 200 0 psf/ft 0 0 ft = 0 250 = 0 00 in fc = 3,000 psi Fy = Mm As% Toe Width Heel Width Total Footing Width = " Footing Thickness = Key Width Key Depth Key Distance from Toe = Cover @ Top = 3 00 in @ 60,000 psi 00014 225ft 300 525 1800m 12 00 in 12 00 in 200ft Btm = 3 00 in • Design Summary m*^j*^~!^™.*A*~~™' Total Bearing Load resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable 6,217 Ibs 657 in 1,925 psf OK 443 psf OK 2,000 pSf Soil Pressure Less Than Allowable ACl Factored @ Toe ACl Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding 2,208 psf 508 psf 158 psi OK 27 1 psi OK 93 1 psi 260 OK 1 81 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = less 100% Passive Force= less 100% Friction Force= Added Force Req'd = for 1 5 1 Stability = 1,981 Olbs 2,025 0 Ibs 1,554 3 Ibs 0 0 Ibs OK 0 0 Ibs OK Footing Design Results fe-nbi^^Mm^^f^---^-^^.'-^^.--^^^--^^'---^^^.-*^'.7^ Factored Pressure Mu' Upward Mu' Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 2,208 6,057 1,947 4,110 1579 9311 None Spec'd None Spec'd None Spec'd Heel 508 psf Oft-* 7,154 ft-# 7,154ft-# 27 09 psi 93 11 psi Stem Construction Design height i Top Stem ft = Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at fb/FB + fa/Fa Total Force @ Section Moment Actual Moment Allowable Shear Actual Shear Allowable = = = = = lbs = ft-# = ft-# = psi = psi = Io Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Wall Weight Rebar Depth 'd' fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv Solid Thick Masonry Block Type = Concrete Data fc Fy Ht m = psf = in = psi = psi = = = = = in = Stem OK 800 Masonry 800 # 5 1600 Center 0855 1760 7040 8238 44 258 3000 3000 840 381 1,500 24,000 Yes No 2578 1 330 760 2nd Stem OK 333 Masonry 800 # 7 800 Edge 0975 6122 2,204 9 2,260 3 11 3 258 4200 4200 840 550 1,500 24,000 Yes No 2578 1 330 760 3rd Stem OK 000 Masonry 1200 # 7 800 Edge 0945 1,4560 5,525 3 5,8482 151 258 4200 700 1330 950 1,500 24,000 Yes No 2578 1 330 11 62 Normal Weight psi = psi = Other Acceptable Sizes & Spacmgs Toe Not req'd, Mu < S * Fr Heel #4@ 10 00 in, #5© 15 50 in, #6@ 21 75 in, #7@ 29 75 in, #8@ 39 00 in, #9@ 4 Key Not req'd, Mu < S * Fr 8 00005m Mas w/ #5 @ 16 in o/c 8 00005m Solid Grout, Mas w/ #7 @ 8 in o/c Solid Grout, ^ 1 0 ^1/H/V /^/p / / 12 0005m Mas w/ #7 @ 8 m o/c Solid Grout, j 2'-0" k ;•$<!^?v> r & #0@0 in @Toe Designer select #0@0 in a|| nonz reinf @Heel 1/yx/\XN/"v'N| §§§8? ^^$$$$$$ • 2'-0" X X /^ Vv , I I/^ •« a1 i _J i'-O" 2'-3" ^$£0^ ~2 1/2" •*~2 1/2" ^ ! 5'-3" 2'-3" 3'-0" ' 8'-0" ' ^-— ] ' 8'-0" 1 i i 4'-8" 1 3'-4" T — r 1 1'-6" — ^ 3" i * r-o" 8'-0" '; i i , r ' , r > McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encmitas, CA 92024 Title La Costa Resort - Clubhouse Pool La Job # 0623 Dsgnr MM Date 1159AM, 27 JUL 06 Description Landscape Improvements Scope Code Ref ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ! Rev 580010 | User KW-0606712 VerSSO 1 -Dec 2003 I (0)1983-2003 ENERCALC Engineering Software Description Entry Fountain Criteria Retained Height = 8 00 ft Wall height above soil = 8 00 ft Slope Behind Wall = 0 00 1 Height of Soil over Toe = 24 00 in Soil Density = 1 1 0 00 pcf Wind on Stem = 0 0 psf Design Summary Cantilevered Retaining Wall Design calcs Ecw pc^ajns | Retaining Wall I i Soil Data 1 P* ' £ft Allow Soil Bearing = 1,5000 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40 C psf/ft Toe Active Pressure = 00 psf/ft Passive Pressure = 1 50 C psf/ft Water height over heel = 0 0 ft Footmg||Soil Friction = 0 250 Soil height to ignore for passive pressure = 0 00 in | Stem Construction | T°P stem Footing Strengths & Dimensions jp — r Jf^w 1 ^ n »ri 1rr1-srcW«t*' ™, — rtrt — fc = 3,000 psi Fy - 60,000 psi Mm As% = 00014 Toe Width = 2 25 ft Heel Width = 3 00 Total Footing Width = 5~25 Footing Thickness = 1 8 00 in Key Width = 12 00 in Key Depth = 1200m Key Distance from Toe = 2 00 ft Cover @ Top = 3 00 in @ Btm = 3 00 in 2nd Total Bearing Load = 6,217 Ibs Design height ft= 333 000 resultant ecc = 1 98 in Wall Material Above "Ht" = Masonry Masonry r. ,,-, ^ -r- . „„ * ~,x Thickness = 800 1200So Pressure® Toe = 1,408ps OK Rebar S,ze = # 7 #7 Soil Pressure ©Heel = 961 psf OK Rebar Spacing = 800 800 ^messureLess^anAllowable^ ^ebar Placed at = Edge Edge ACI Factored @ Toe = 1 ,61 5 p ACI Factored @ Heel = 1 ,102 p Footing Shear @ Toe = 1 1 4 p Footing Shear @ Heel = 27 1 p Allowable = 93 1 p Wall Stability Ratios Overturning = 3 68 ( Sliding = 1 70 ( Sliding Calcs (Vertical Component Used Lateral Sliding Force = 1,8050lb less 100% Passive Force= - 1,518 8 It less 100% Friction Force- - 1,554 3 It Added Force Req'd = 0 0 It for 1 5 1 Stability = 0 0 It ' Footing Design Results sf sf SI ( SI ( SI DK vert s s s )S ( )S ( 1 Toe Hee Factored Pressure = 1,615 1 Mu' Upward = 4,792 Mu Design = 2,845 7 ActuaM -Way Shear = 1140 ; Allow 1-Way Shear = 9311 £ Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd ,10 M5 ',15 !70 )3 1 fb/FB + fa/Fa = 0400 0776 Total Force @ Section Ibs = 436 2 1 ,280 0 DK Moment Actual ft-#= 6790 3,4133 DK Moment Allowable ft-#= 1,6995 4,3972 Shear Actual psi= 81 132 Shear Allowable psi= 194 194 icaICo Bar Develop ABOVE Ht m= 4200 4200 Bar Lap/Hook BELOW Ht m= 4200 700 Wall Weight psf= 840 1330 Rebar Depth 'd' m= 550 950 fm psi= 1,500 1,500 -^ Fs psi= 24,000 24,000 DK Solid Grouting = Yes Yes Special Inspection = No No Modular Ratio 'n1 = 2578 2578 1 Short Term Factor = 1 000 1 000 2 psf Equiv Solid Thick m= 760 1162 0 ft-# Masonry Block Type = Normal Weight 4 ft-# Concrete Data 4 ft-# f c psi = 9 psi Fy PS' = 1 P51 Other Acceptable Sizes & Spacings Toe Not req'd, Mu < S * Fr Heel #4® 10 00 in, #5® 15 50 in, #6@ 21 75 in, #7® 29 75 in, #8® 39 00 in, #9® 4 Key Not req'd, Mu < S * Fr 8 00005m Mas w/ #7 @ 8 in o/c Solid Grout, 2 1/2" 12 0005m Mas w/ #7 @ 8 in o/c Solid Grout, 2'-0" -2 1/2" #0@0 in @Toe Designer select #0@0 in a|| nonz relnf @Heel 2'-0" m 2'-3" 8'-0" 3'-4" 8'-0" V-6" j 5'-3" McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encmitas, CA 92024 Title La Costa Resort - Clubhouse Pool La Job # 0623 Dsgnr MM Date 1248PM, 27JUL06 Description Landscape Improvements Scope Code Ref ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1 Rev "580010User- KW-0606712 Ver580 1 Dec 2003i (c)i 963-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 calos ECW Calculations Description 6' Retaining Wall (level) Criteria ! Soil Data Footing Strengths & Dimensions Retained Height - 600ft Wall height above soil = 0 00 ft Slope Behind Wall = 0 00 1 Height of Soil over Toe = 18 00 in Soil Density = 12000pcf Wind on Stem = 0 0 psf Lateral Load Applied to Stem Allow Soil Bearing = 1,500 0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footmg[|Soil Friction Soil height to ignore for passive pressure Lateral Load 40 0 psf/ft 0 0 psf/ft 1500 psf/ft 00ft = 0 400 = 0 00 in 20 0 #/ft fc = 3,000 psi Fy = Mm As % Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover @ Top = 3 00 in Height to Top = Height to Bottom = 60,000 psi 00018 1 50ft 250 400 1800m 000 in 000 in 000ft ! Btm = 3 00 in 600ft 000ft Design Summary Total Bearing Load resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable 3,608 Ibs 346 in 1,291 psf OK 512 psf OK 1,500 pSf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding 1,800 psf 714 psf 8 9 psi OK 20 3 psi OK 93 1 psi 284 OK 1 70 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force less 100% Passive Force= less 100% Friction Force= Added Force Req'd = for 1 5 1 Stability = 1,245 0 Ibs 675 0 Ibs 1,443 0 Ibs 0 0 Ibs OK 0 0 Ibs OK Footing Design Results &5r7*J>;-i-L£-^-s«-^fa»mM5tt->*j:^ Factored Pressure Mu1 Upward Mu1 Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 1,800 2,291 788 1,503 888 9311 #6 @ 8 00 in #4 @ 1600m #4 @ 16 00 in Heel 714 psf Oft-# 4,670 ft-# 4,670 ft-# 20 29 psi 93 11 psi Stem Construction | T°P stem Design height ft = Wall Material Above "Ht" Thickness - Rebar Size = Rebar Spacing = Rebar Placed at = fb/FB + fa/Fa Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Jo Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht m = Wall Weight Rebar Depth 'd' in = Stem OK 000 Masonry 800 # 7 800 Edge 0979 8400 1 ,800 0 1 ,837 9 148 194 4200 700 780 575 fm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n1 = 25 78 Short Term Factor = 1 000 Equiv Solid Thick in- 760 1 Masonry Block Type = Medium Weight f c psi = Fy psi =- Other Acceptable Sizes & Spacings Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key No key defined H 8 00005m Mas w/ #7 @ 8 in o/c , Solid Grout, #6@8in @Toe Designer select #4© 16 m allhonz remf @Heel 3" 6'-0"6'-0" IZ, McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encmitas, CA 92024 Title La Costa Resort - Clubhouse Pool La Job # 0623 Dsgnr MM Date 1256PM, 27JUL06 Description Landscape Improvements Scope Code Ref ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev 580010 User KW-0606712 Ver 5 8 0 1-Dec 2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 calcs ECW Calculations Description 4' Retaining Wall (level) i Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density 1 400ft 000ft 000 1 1800m = 12000pcf Soil Data Footing Strengths & Dimensions Allow Soil Bearing = 1,5000psf Equivalent Fluid Pressure Method Wind on Stem OOpsf Lateral Load Applied to Stem Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing||Soil Friction Soil height to ignore for passive pressure Lateral Load 40 0 psfffi 0 0 psf/ft 1500psf/ft 00ft = 0400 = 0 00 in 72 0 #/ft fc = 3,000 psi Fy Mm As % Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover @ Top = 3 00 in Height to Top = 60,000 psi 00018 1 00ft 200_ 3~OTT 1200m 000m 0 00 in 000ft Btm = 3 00 in 400ft Design Summary j '• Stem Construction | T°P stem Total Beanng Load = 1 ,871 Ibs resultant ecc = 6 18 in Soil Pressure @ Toe = 1 ,266 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1 ,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 ,820 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 10 3 psi OK Footing Shear @ Heel = 16 3 psi OK Allowable = 93 1 psi /Vail Stability Ratios Overturning = 2 09 OK Sliding = 1 54 (Vertical Co ilidmg Calcs (Vertical Component Used) Lateral Sliding Force = 788 0 Ibs less 1 00% Passive Force= - 468 8 Ibs less 100% Friction Force= - 748 3 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Footing Design Results I Toe Heel Factored Pressure = 1,820 0 psf Mu1 Upward = 1,076 0 ft-# Win1 Downward — ?14 1 R47 ft if Mu Design = 761 1,647ft-# Actual! -Way Shear = 1029 16 34 psi Allow 1 -Way Shear = 9311 93 11 psi Toe Reinforcing = # 5 @ 24 00 in Heel Reinforcing = # 4 @ 16 00 in Key Reinforcing = # 4 @ 1 6 00 in Design height ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = fb/FB + fa/Fa Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht in = Wall Weight Rebar Depth 'd' in = stem UK. 000 Masonry 800 # 5 1600 Edge 0877 6080 1,0027 1,1427 103 194 3000 600 780 550 fm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n1 = 25 78 Short Term Factor = 1 000 Equiv Solid Thick in = 7 60 Masonry Block Type = Medium Weight fc psi = Fy psi = Other Acceptable Sizes & Spacinqs Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key No key defined 8 00005m Mas w/ #5 @ 16 in o/c Solid Grout, #5@24 in @Toe #4@16 in @Heel Designer select all honz remf r 4'-0" 3" ? } r- ^ 4'-0" r i L 3'-0" r-o" _£ L McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encmitas, CA 92024 Title La Costa Resort - Clubhouse Pool La Job # 0623 Dsgnr MM Date 1257PM, 27 JUL 06 Description Landscape Improvements Scope Code Ref ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev 580010 User KW-0606712 Ver 5 8 0 1-Dec-2003 (c)19B3-2003 ENERCALC Engineer™ Software Cantilevered Retaining Wall Design Page 1 calcs ECW Calculations Description 4' Retaining Wall (w/ screen & seis) Criteria Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Soil Density = 400ft soon 000 1 1800m 12000pcf Soil Data Footing Strengths & Dimensions Allow Soil Bearing = 2,1300psf Equivalent Fluid Pressure Method Wind on Stem OOpsf Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footmg]|Soil Friction Soil height to ignore for passive pressure 40 0 psfffi 0 0 psf/ft 200 0 psf/ft 00ft = 0400 0 00 in fc = 3,000 psi Fy = Mm As % Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = Cover @ Top = 3 00 in 60,000 psi 00018 1 00ft 200 3TTO~ 1200m Q 00 in 0 00 in 000ft I Btm = 3 00 in 1 atPral 1 oari AnnliPd to ^tpm 8 Lateral Load = 220#ffi Heighttolop - 1200ftLateral Loaa Applied to btem g H ht tn Rnttnm = 4 nn ft Design Summary I j_ Fotal Bearing Load = 2,495 Ibs resultant ecc = 8 60 in Soil Pressure @ Toe = 2,122 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,130 psf Soil Pressure Less Than Allowable Stem Construction | Top stem Design height ft = 0 00 Wall Material Above "Ht" = Masonry Thickness = 8 00 Rebar Size = #5 Rebar Spacing = 8 00 Rebar Placed at = Edge ACI Factored @ Toe = 3,1 90 psf fb/FB + fa/Fa = 0967 ACI Factored @ Heel = 0 psf _ . . _ ,_ „ . ,, .„ „^ M Total Force @ Section Ibs = 496 0 Footing Shear® Toe = 20 1 psi OK Moment Actua| ftj# = 1]8347 Foohng Shear ©Heel = 163ps, OK Moment A||owab|e = 1 896 8 Allowfle 0 = 931PS1 Shear Actual psi= 88 %££$"*"* = 181 OK Shear Allowable ps, = 258 Sliding = 2 40 (Vertical Co Bar Develop ABOVE Ht in = 30 00 lidmg Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht m= 600 Lateral Sliding Force = 676 0 Ibs Wal1 Weight = 78 0 less 100% Passive Force= - 625 0 Ibs Rebar Depth 'd1 m= 550 less 10U% hnction Force- - 99/9 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK Footing Design Results | Toe Heel ractored Pressure = 3,190 0 psf M Upward = 1,812 Oft-* Jlii1 nnwn\A/airl — ^1A 1 F\A7 Vt-H vlu Design = 1,498 1,647fW* \ctuaM-WayShear = 2010 16 34 psi \How1-WayShear = 9311 93 11 psi foe Reinforcing = # 5 @ 24 00 in Heel Reinforcing = # 4 @ 16 00 in Cey Reinforcing = # 4 @ 16 00 m fm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection - No Modular Ratio 'n' - 25 78 Short Term Factor = 1 330 Equiv Solid Thick m = 7 60 Masonry Block Type = Medium Weight f c psi = Fy psi = Other Acceptable Sizes & Spacmgs Toe Not req'd, Mu <S * Fr Heel Not req'd, Mu < S * Fr Key No key defined 8 00005m Mas w/ #5 @ 8 in o/c Solid Grout, #5@24 in @Toe #4@16m @Heel Designer select,all honz reinf McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encimtas, CA 92024 Title La Costa Resort - Clubhouse Pool La Job # 0623 Dsgnr MM Date 1 38PM, 27 JUL 06 Description Landscape Improvements Scope Rev 580008 User KW 0606712 \JerS SO 1-Dec 2003 (c)1983-2003 ENERCALC Engineering Software Concrete Rectangular & Tee Beam Design Page 1 calcs ECW Calculations Description Slide Tunnel Lid General Information Span Depth Width Beam Weight Not Added 1350ft 7 000 in 12000 in Code Ref ACI 318-02, 1997 UBC, fc 2,500psi Fy 60,000 psi Concrete Wt 1450pcf Seismic Zone 4 End Fixity Pmned-Pmned Live Load acts with Short Term 2003 IBC, 2003 NFPA 5000 | Reinforcing Rebar @ Center of Beam Count Size 'd1 from Top #1 1 6 450m Rebar @ Lett End of Beam Count Size 'd1 from Top #1 in Rebar @ Right End of Beam Count Size 'd' from Top #1 in ! Load Factoring1 _ _ MteJ^ Note Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 31 8-02 for concrete design Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Uniform Loads Dead Load Liv #1 0120k •"^-r*»-^&^ia«fi¥»SiS^«^^ 1 Summary 1 2 Load 0100k Span = 13 50ft, Width= 12 00m Depth = 7 00m Maximum Moment Mu 7 70 k-ft Allowable Moment Mn*phi 7 87 k-ft Maximum Shear Vu 217k Allowable Shear Vn*phi 459k Shear Stirrups Stirrup Area @ Section 0 440 m2 Region 0 000 2 250 Max Spacing Not Req'd Not Req'd MaxVu 2 172 1 533 Short Term k Start End 0000ft 13500ft Beam Design OK Maximum Deflection -04816m Max Reaction @ Left 1 48 k Max Reaction @ Right 1 48 k 4500 6750 9000 11250 13500ft Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in 0767 0748 0748 1515 2154k Bending & Shear Force Summary Bending Mn*Phi @ Center 7 87 k-ft @ Left End 0 00 k-ft @ Right End 0 00 k-ft Shear Vn*Phi @ Left End 4 59 k @ Right End 4 59 k Deflection Deflections DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions DL + [Bm Wt]] DL + LL + [Bm Wt] DL+LL + ST+[Bm Wt] Mu, Eq C-1 7 70 k-ft 0 00 k-ft 0 00 k-ft Vu, Eq C-' 217k 215k Mu, Eq C-2 7 02 k-ft 0 00 k-ft 0 00 k-ft Vu, Eq C-: 1 98k 1 96k Upward 0 0000 m 0 0000 in 0 0000 in (3> Left 0810 k 1 485 k 1 485k at 135000ft at 135000ft at 135000ft -00917 -04816 -04816 <St Rialit 0810k 1 485 k 1 485k Mu, Eq C-3 2 46 k-ft 0 00 k-ft 0 00 k-ft Vu, Eq C-, 069k 069k Downward in at 6 7500ft in at 6 7500ft in at 6 7500ft n McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas, CA 92024 Title La Costa Resort - Clubhouse Pool La Job # 0623 Dsgnr MM Date 1 32PM, 27 JUL 06 Description Landscape Improvements Scope Code Ref ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev 580010 User KW-0606712 Ver 5 8 0 1-Dec-2003 Rp<=(c)1 383 2003 ENERCALC Engineering Software ' x jtrained Retaining Wall Design calcs ECJ^?lJn5 1 Description Slide Tunnel Wall 1 Criteria j| Retained Height = 7 00 ft Wall height above soil = 0 00 ft Total Wall Height = 700ft Top Support Height = 7 00 ft Slope Behind Wall = 0 00 1 Height of Soil over Toe = 8 00 in Soil Density = 11000pcf Wind on Stem = 0 0 psf j Surcharge Loads i fe^^»^Ki£*iii;Xg<i*-*j«&iai&feg^' '-^ stft^aairtSk^" AJ»^ '-aAiiWViA.'frjjtat^ Surcharge Over Heel = 0 0 psf >»NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 0 0 psf NOT Used for Sliding & Overturning | Axial Load Applied to Stem | Axial Dead Load = 81 30 Ibs Axial Live Load = 650 0 IbsAxial Load Eccentricity = 00m i Design Summary [ Total Bearing Load = 5,300 Ibs resultant ecc = 1 57 in Soil Pressure @ Toe = 858 psf OK Soil Pressure @ Heel = 1,161 psf OK Allowable = 1 ,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe - 1 ,233 psf ACI Factored @ Heel = 1 ,667 psf Footing Shear @ Toe = 1 1 7 psi OK Footing Shear @ Heel = 18 7 psi OK Allowable = 93 1 psi Reaction at Top = 424 2 Ibs Reaction at Bottom = 1,8138 Ibs Sliding Calcs Slab Resists All Sliding 'Lateral Sliding Force = 1 ,81 3 8 Ibs Footing Design Results | foe Kleel Soil Data j| Footing Strengths & Dimensions | Allow Soil Bearing = 1,5000 psf fc = 3,000 psi Fy = Equivalent Fluid Pressure Method Mm As % = Heel Active Pressure = 48 0 psf/ft Toe width = Toe Active Pressure = 00 psf/ft ueei Width = 60,000 psi 00014 225ft 300Passive Pressure - 1500 psf/ft Total Footing Width = 525 Footing Thickness = 18 00 inFootmgllSoil Friction = 0 250,, .. ' Key Width = 1200mSoil height to ignore Key Depth = 1200m for passive pressure = 0 00 ,n Key Distance from Toe = 225ft Cover @ Top = 3 00 in @ Btm = 3 00 in Uniform Lateral Load Applied to Stem | j Adjacent Footing Load Lateral Load = 720#/ft Adjacent Footing Load = Height to Top = 70011 Footing Width Height to Bottom = OOOtt Eccentricity Wall to Ftg CL Dist = Footing Type Base Above/Below Soil at Back of Wall l' Masonry Stem Construction P 00 Ibs 000ft 0 00 in 000ft Line 00ft 1 Thickness = 8 00 in f m = 1 ,500 psi Short Term Factor = 1 000 Wall Weight = 84 0 pcf Fs = 24,000 psi Equiv Solid Thick = 7 600 in Stem is FIXED to top of footing n Ratio (Es/Em) = 25778 Block Type = Normal Weight No Special Inspection Solid Grouted Mmax Between @ Top Support Top & Base @ Base of Wall Stem OK Stem OK Design height = 7 00 ft 4 05 ft Rebar Size # 5 #5 Rebar Spacing = 8 00 in 16 00 in Rebar Placed at = Center Edge Rebar Depth 'd' = 3 81 in 5 25 in fb/FB + fa/Fa = 0000 0693 Moment Actual = 0 0 ft-# 732 7 ft-# Moment Allowable = 758 0 ft-# 1 ,058 0 ft-# Shear Force @ this height = 0 0 Ibs Shear Actual = 0 00 psi Shear Allowable = 1936psi Rebar Lap Required = 25 00 in 25 00 in Rebar embedment into footing Stem OK 000ft # 7 8 00 in Edge 525 in 0983 1,538 6 ft^f 1,565 5 ft-# 1,255 8 Ibs 24 39 psi 19 36 psi 600m Factored Pressure = 1,233 1,667 psf other Acceptable S.zes & Spacmgs Mu' Upward - 3,796 0 ft-# foe None Spec'd -or- Not req'd, Mu < S * Fr Mu' Downward = 1,220 4,353 ft^ Heel None Spec'd -or- Not req'd, Mu < S * Fr Mu Design - 2,576 4,353 ft-# Key slab Resists Sliding -or- Slab Resists Sliding - No Force on Actual 1 -Way Shear = 1175 18 68 psi Allow 1 -Way Shear = 9311 93 11 psi 8 00005" 8 00005" Masonry w/ #7 @,,8J #0@0 in @Heel 2'-3"r-0"2'-0"^t ^ ' 2'-3"-»-H-3'-0" ! 9CO r 2. mtt H O (7) O) 05s>-m 7]m m b2z « SsQ- •* >3G/fe7fikI3 $3 TJOi"i 45•^ i TJ m m -o O) TJ O CO3§°ii!j£3S 8588**3?ssil^is w s mm o O ;om O n C 3CO > OO