The URL can be used to link to this page

Home My WebLink About1201 CANNON RD; ; CB052305; Permit10-29-2008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB052305 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: Applicant: JOHN MATTOX 760 431-5653 1201 CANNON RD CBAD COMMIND Sub Type: 2111001400 Lot#: $44,500.00 Construction Type: Reference #: CARLSBAD RANCH RESORT RETAINING WALLS W/CALCS, TRELLIS HOTEL 0 NEW Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Plan Check#: ISSUED 06/22/2005 RMA 05/02/2006 05/02/2006 TP Owner: CARLSBAD ESTATE HOLDING INC 1 LEGOLAND DR CARLSBAD CA 92008 Building Permit $326.39 Meter Size Add'l Building Permit Fee $0.00 Add'l Red. Water Con. Fee $0.00 Plan Check $212.15 Meter Fee $0.00 Add'l Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $9.35 PFF (3105540) $0.00 Park Fee $0.00 PFF (4305540) $0.00 LFM Fee $0.00 License Tax (3104193) $0.00 Bridge Fee $0.00 License Tax (4304193) $0.00 BTD #2 Fee $0.00 Traffic Impact Fee (3105541) $0.00 BTD #3 Fee $0.00 Traffic Impact Fee (4305541) $0.00 Renewal Fee $0.00 PLUMBING TOTAL $0.00 Add'l Renewal Fee $0.00 ELECTRICAL TOTAL $0.00 Other Building Fee $0.00 MECHANICAL TOTAL $0.00 Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00 Meter Size Sewer Fee $0.00 Add'l Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00 Reel. Water Con. Fee $0.00 Additional Fees $0.00 HMP Fee ?? TOTAL PERMIT FEES $547.89 Total Fees: $547.89 Total Paynnents To Date: $547.89 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: Clearance: NOTICE: Please take NOTICE that approval of your project Indudes the "Imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this pemiit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Govemment Code Section 66020(a), and file the protest and any other required infonnation 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 sennce fees in connection with this project, NOR DOES IT APPLY to any fees/^xadions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously othenvise expired, PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 wT INpORMATION r% j ^ I i FOR OFFICE USE O PLAN CHECK NO EST. VAL. I Plan Ck. Deposit Validate! Date Address (Include BIdg/Suite #) Legal Description I Business Name (at ttiis address) Lot No. Subdivision Name/Number Unit No Pliase No. Vork - ^ sd/FT. \, n #of Stories / '. # of Bedrooms # of Bathrooms T «\ Total # of units Assessor's Parcf Description of Work Name Sd/FT. - ^ pot Stories / . # of Bedrooms # of Bathrooms . "v Address State/Zip Telephone # 3 APPUCANT Q Contractor Q Agent for Contractor D Owner iM^Aaeni for Oanar : udhiJi^^amc 3n^M>n«^/r. B^iti4s^. ggy/fw> %o Name Address ' CSty State/Zip Telephone # 4. PROPERTY OWNER , * , <o»^^^ fero^:^ Name Address City State/Zip Telephone # 6. 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 # Address License Class City State/Zip City Business License # Telephone # Designer Name Address City State/Zip Telephone State License # 6. WbRKERSf COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 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. Q I 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 carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) Q 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 as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE 7. ' OVtfNERrBUILDER DECLABATION 1 hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q 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). Q 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). • 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. Q YES QNO 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 COMPLETi^HIS SEenON FOR NOlitimOBfTm. SUILDiNS PERIVHTS 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? Q YES • NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES CD NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? • YES • 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 I hereby affirm that there Is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS 8. APPLIC«ilT CERTIFICATION 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 is not commenced vyitljin 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 APPLICANT'S SIGNA' riod oVflBO da^ (Sectioi/r06.4.4 U Uniform Building Code), DATE 0 WHITE: File YELLOW: Applicant PINK: Finance Inspection List Permit#: CB052305 Type: COMMIND HOTEL Date Inspection Item 07/01/2008 66 Grout 06/18/2008 11 09/27/2007 61 Inspector Act CARLSBAD RANCH RESORT RETAINING WALLS W/CALCS, TRELLIS Comments Ftg/Foundation/Piers Footing 06/26/2007 65 06/21/2007 62 06/19/2007 63 06/19/2007 66 06/13/2007 66 06/13/2007 92 06/12/2007 63 06/04/2007 66 05/31/2007 61 05/31/2007 66 01/30/2007 22 01/30/2007 65 01/29/2007 65 01/24/2007 65 01/12/2007 65 01/08/2007 66 01/05/2007 65 01/04/2007 65 01/03/2007 65 01/03/2007 66 01/03/2007 66 01/02/2007 65 01/02/2007 66 01/02/2007 66 01/02/2007 66 12/21/2006 66 12/21/2006 66 12/14/2006 61 12/14/2006 62 12/11/2006 61 12/08/2006 11 11/28/2006 12 11/15/2006 61 Retaining Walls Steel/Bond Beam Walls Grout Grout Compliance Investigation Walls Grout Footing Grout SewerA/Vater Service Retaining Walls Retaining Walls Retaining Walls Retaining Walls Grout Retaining Walls Retaining Walls Retaining Walls Grout Grout Retaining Walls Grout Grout Grout Grout Grout Footing Steel/Bond Beam Footing Ftg/Foundation/Piers Steel/Bond Beam Footing 11 /14/2006 12 Steel/Bond Beam 11 /13/2006 12 Steel/Bond Beam TP PD TP TP RB RB RB RB RB RB RB RB RB RB RB TP RB JM RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB PD RB RB RB AP AP AP AP AP PA PA PA AP NR CA AP NR WC AP AP PA AP AP NR CA AP CO AP WC CO CO AP PA AP AP WC AP NR PA AP NR CO POOL EQUPT ENCL. POOL EQUIP RM TRASH ENCL UPPER LOT BTWN VILLA 1 &3 WALL A DRAINS TOP LIFT @ A WALL (SIGN WALL) OK 2ND LIFT @ A WALL (SIGN WALL) OK 1ST LIFT @ WALL A SIGN WALL SEE NOTICE ©SITE @ A WALL @ P WALL ON FRENCH DRAIN @ O & N WALL WALL N DRAINS french drains @ walls EG & I OK GROUT TOP WALL N TOP LIFT @ O WALL OK WANTED PM INSP WHEN I CALLED @ 2:30 CONT HAD LEFT SICK @ 0 WALL @ N WALL - SEE NOTICE @ C WALL @ 0 WALL - SEE NOTICE @ G WALL - SEE NOTICE @ TOP LIFT @ I WALL 1ST LIFT® I WALL TOP LIFT @ S5 WALL @ I WALL FOR 5E FTG. AGAIN PAY REINS FEE FTG FOR G, O WALLS @ N WALL ONLY - SEE NOTICE ABOUT CHANGE FROM APPROVED PLANS AGAIN - STILL NEED SPECIAL INSP REPORTS 1ST SEE CORRECTION NOTICE ATTACHED Wednesday, October 29,'2008 Page 1 of 1 Ofliee Locations Date: July 14,2008 To: Ora«(|8 Ctiiinly Corporati! Branch: Z992 EUPalmaAvsi)u« Suite A Anahnini. CA 62806 Tel- 7!4.S,?2;'999 Fax: 714,632 29/4 Sun Diego 7313 Carroll Roarf Suite G San DieOO, CA9212! le!: 8'* 537,3999 fax: 358.537,3990 iniiind Eniplrii M4&7 MetKiian Pathway Biiildirn) ?A Riversidfl, CA 82618 M: 93!.653,4999 Far 9S 1.653.4666 0C,1.A/lnl»nd Empire Dis»8teti 800 491 2990 Sm Oiegs Qispateh 888,844.5060 FINAL REPORT FOR SPECIAL mSPECTiON AND MATCRIAL TESTtNG eotechnicai EngineBfing CQristructmn Inspection Materials Testing En wimnmentai CityofCartsbad Public Works - Engineering 5950 El Cmxim Real Carlsbad, CA 92008 MTGL Project No: 19I6-A0I MTOL Log No: 08-539 SUBJECT: SATBSFACTORY COMPLETION OV WORK REQUfftlPIG SPECIAL WSPECTfON AND MATER1,AL TISSTING. PERMIT NO: CB 080«95. CB07228S, CB052305 i PROJECT NAME/ADDRESS: Masonry Retaining Walls (For Fists Hydrant. Vim of Conference Bl<%., Walls A, E,N,O.LT,andP) 5500 & 5480 GraiRiJ Pacific Tkiw Carisbad, Califiwnia I declare under p<maj|y of perjury that, to U>e best of my kaavtiai^, the work roqutring special insfxxttwi, material sampling and testing, for the slnictuiB/s constnjcted under the subject pennit is in confofiBmce wi(h Ifie !^proved plans, die inspeotion and obswvation propam ind ote CMBSruction docuinwts. and the iiM>li<»ble woHcnumsWp (rovisions of &B Unifbim BuiWing Code. Executed on; June 14,2008 Tlie work which wc provided Specif InspeCfjonTTesting consisted oft Reinforcing Steel, Concrete, Placement of Masonry Mid Grout. A. If the inspection services wetie provided by an approved material testing iabomtory or special inspection agency: TESTING A.GBNCY: MTGL, Inc. 73!.-? Carroll Road, Suite G San Wego.CA 92121 RESPONSIBLE MANAGING ENGINEER OF THE TESTtNG lABORATORY OR SPECIAL INSPECTION AGENCY: NAME (PRINT OR TYPE): Eduardo C. Di»>n / MTOL, ino, ."iatt of CriitomiB Registration Nomber; C57217 Bxpiisrtion Date: liBim B) !f th« inspection services were provided by an indqsendcnt wlified special inspector: NA SPECIAL JNSPCETOR'S NAME (PRim' OR TYPE): Registnttion Numh«n SJGNATCRE: Mr. Bruce Zeienka / Giwid Pacific Resorte Mr. Robert Sciotto / Hamd Construction Co. City of Carlsbad BIdg Inspection Request For: 06/19/2007 Permit# CB052305 Title: CARLSBAD RANCH RESORT Description: RETAINING WALLS W/CALCS. Inspector Assignment: RB Sub Type: HOTEL 1201 CANNON RD Lot Type: COIVIMIND Job Address: Suite: Location: OWNER CARLSBAD ESTATE HOLDING INC Owner: Remarks: Phone: 8588643647 Inspector: Total Time; CD Description Walls Requested By: BOB SCIOTTO Entered By: JANEAN - Act Comment U ^/ ^ ^ ^ Comments/Notices/Holds Associated PGRs/CVs Original PC# PCR06201 ISSUED CARLSBAD RANCH RESORT-; RET WALL REVISIONS STRUCT DETAILS Inspection Historv Date Description Act Insp Comments 06/13/2007 66 Grout PA RB OK 1ST LIFT @ WALL A SIGN WALL 06/13/2007 92 Compliance Investigation AP RB 06/12/2007 63 Walls NR RB SEE NOTICE 06/04/2007 66 Grout CA RB ©SITE 05/31/2007 61 Footing AP RB @ A WALL 05/31/2007 66 Grout NR RB @ P WALL 01/30/2007 22 Sewer/Water Service WC RB 01/30/2007 65 Retaining Walls AP RB ON FRENCH DRAIN @ 0 & N WALL 01/29/2007 65 Retaining Walls AP TP WALL N DRAINS 01/24/2007 65 Retaining Walls PA RB french drains @ walls EG & 1 OK 01/12/2007 65 Retaining Walls AP JM GROUT TOP WALL N 01/08/2007 66 Grout AP RB TOP LIFT @0 WALL OK 01/05/2007 65 Retaining Walls NR RB WANTED PM INSP WHEN 1 CALLED @ 2:30 CONT HAD LEFT SICK 01/04/2007 65 Retaining Walls CA RB 01/03/2007 65 Retaining Walls AP RB @ 0 WALL 01/03/2007 66 Grout AP RB @ C WALL 01/03/2007 66 Grout CO RB @ N WALL - SEE NOTICE 01/02/2007 65 Retaining Walls WC RB 01/02/2007 66 Grout AP RB @ TOP LIFT @ 1 WALL City of Carlsbad BIdg Inspection Request For: 06/13/2007 Permit# CB052305 Title. CARLSBAD RANCH RESORT Description: RETAINING WALLS W/CALCS. Inspector Assignment: RB 1201 CANNON RD Lot: Type: COMMIND Sub Type: HOTEL Job Address: Suite: Location: OWNER CARLSBAD ESTATE HOLDING INC Owner: Remarl<s:' Plione: 8588643647 Inspector: Total Time: CD Description 66 Grout 92 Compliance Investigation Act Comments^ Requested By: BOB Entered By: JANEAN Comments/Notices/Holds Associated PGRs/CVs Original PC# PCR06201 ISSUED CARLSBAD RANCH RESORT-; RET WALL REVISIONS STRUCT DETAILS Inspection Historv Date Description Act Insp Comments 06/04/2007 66 Grout CA RB ©SITE 05/31/2007 61 Footing AP RB @ A WALL 05/31/2007 66 Grout NR RB @ P WALL 01/30/2007 22 Sewer/Water Service WC RB 01/30/2007 65 Retaining Walls AP RB ON FRENCH DRAIN @ 0 & N WALL 01/29/2007 65 Retaining Walls AP TP WALL N DRAINS 01/24/2007 65 Retaining Walls PA RB french drains @ walls EG & 1 OK 01/12/2007 65 Retaining Walls AP JM GROUT TOP WALL N 01/08/2007 66 Grout AP RB TOP LIFT @ 0 WALL OK 01/05/2007 65 Retaining Walls NR RB WANTED PM INSP WHEN 1 CALLED @ 2:30 CONT HAD LEFT SICK 01/04/2007 65 Retaining Walls CA RB 01/03/2007 65 Retaining Walls AP RB @ 0 WALL 01/03/2007 66 Grout AP RB @ C WALL 01/03/2007 66 Grout CO RB @ N WALL - SEE NOTICE 01/02/2007 65 Retaining Walls WC RB 01/02/2007 66 Grout AP RB @ TOP LIFT @ 1 WALL 01/02/2007 66 Grout CO RB @ 0 WALL - SEE NOTICE OATI. ENCt. ptojfci burk»tt 4uiong •uweturoi • alvt SHECr KA NO. 16P" CMU MAX. City of Carlsbad BIdg Inspection Request For: 01/08/2007 Inspector Assignment: RB Pernnit# CB052305 Title: CARLSBAD RANCH RESORT Description: RETAINING WALLS W/CALCS 1201 CANNON RD Lot Type: COMMIND Sub Type: HOTEL Job Address: Suite: Location: OWNER CARLSBAD ESTATE HOLDING INC Owner: Remarks! Phone: 6195723234 Inspector: Total Time: CD Description Retaining Walls Requested By: BRYANT Entered By: JANEAN Act Commeat— > i . _ Ft£ ///f "(V''^ ifyT,^^ 7^ Comments/Notices/Holds Associated PCRs/CVs PCR06201 ISSUED CARLSBAD RANCH Inspection Historv Original PC# RESORT-; RET WALL REVISIONS STRUCT DETAILS Date Description Act Insp Comments 01/05/2007 65 Retaining Walls NR RB WANTED PM INSP WHEN 1 CALLED @ 2:30 CONT HAD LEFT SICK 01/04/2007 65 Retaining Walls CA RB : 01/03/2007 65 Retaining Walls AP RB @ 0 WALL 01/03/2007 66 Grout AP RB @ C WALL 01/03/2007 66 Grout CO RB @ N WALL - SEE NOTICE 01/02/2007 65 Retaining Walls WC RB 01/02/2007 66 Grout AP RB @TOP LIFT @l WALL 01/02/2007 66 Grout CO RB @ 0 WALL - SEE NOTICE 01/02/2007 66 Grout CO RB @ G WALL - SEE NOTICE 12/21/2006 66 Grout AP RB TOP LIFT @S5 WALL 12/21/2006 66 Grout PA RB 1ST LIFT® 1 WALL 12/14/2006 61 Footing AP RB @ 1 WALL 12/14/2006 62 Steel/Bond Beam WC RB 12/11/2006 61 Footing AP RB FOR 5E FTG. 12/08/2006 11 Ftg/Foundatlon/Piers NR RB AGAIN PAY REINS FEE 11/28/2006 12 Steel/Bond Beam PA PD FTG FOR G, 0 WALLS 11/15/2006 61 Footing AP RB @ N WALL ONLY - SEE NOTICE ABOUT CHANGE FROM APPROVED Footing PLANS 11/14/2006 12 Steel/Bond Beam NR RB AGAIN - STILL NEED SPECIAL INSP REPORTS 1ST TRANSMITTAL # BURKETT&WONG ENGINEERS Structural Engirteering • Civil Engineerir»g • Surveying • Land Planning 3434 Fourth Ave, San Dfego, CA 92103 Phone (619) 299-5550 • Fax {619) 2^9934 www.burt^tt-wong.com • info^burkett-vwmg.com mnaa 7«) 4315702 O iMMwiiw 51 IS A^^racte Enciras Cafbbadl.CA 92008 Oat*: f^tovember 21, CRRRwortGeriBBf MNoc g021A SentWe • iMi • In is^poise to and TucioM^ m-i timt wrmmmnm^ mtmr^ »w m^ved top of fM^r^ «l««lion 0m 9m mi0a6ri!fi vme cait toiwer (Hw«»ar^^i^^ )WCion ef wal Mam siaiin 1^ 1^. VmUm adctod horizontal mMoRiifQfl^ it mtSmiLiomi dstftulan laihe«|pBimt w«fe'i^^ «» ««MMIf9eiha:ac»^<i^ iF^tm0m cowenMAon vt^i Bmi M» IM viMM fiamm mpltm «nek # not imMcte flw mtMr^ <taf)«ler lap IsMtSi wiiit 1^ At fhwe tocatoiB. 1 ray reooi^^ bar Cc:Jusi^ConA aim:Bradlluchier tec 8685050780 The ttentt «)at aceonifwny tnuvmHiiri am conMwtial and ii«Mxt«cl soialy for th« usa i# 9»M <fiSMrnmalkmi)rcofiyki9byanyatharpitftyi»8^^ ff reo^vad fti anar, Ptene hnin^^ talai^wna, and ratim via U.8. PoaM Sanrioa. If any pagwi ara rmning, plaase call u«. SATE., SNGtt, p«oi£ct €S0AlJ SHIS i08 NC City of Carlsbad BIdg Inspection Request For: 11/28/2006 Permit# CB052305 Title: CARLSBAD RANCH RESORT Description: RETAINING WALLS W/CALCS. Inspector Assignment: RB Sub Type: HOTEL 1201 CANNON RD Lot Type: COMMIND Job Address: Suite: Location: OWNER CARLSBAD ESTATE HOLDING INC Owner: Remarks: 1ST INSP PLEASE Phone: 8589672497 Inspec Total Time: CD Description 12 Steel/Bond Beam Requested By: RUBEN Entered By: JANEAN Act Comment fYC/j fori^ u^^uL^ Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR06201 ISSUED CARLSBAD RANCH RESORT-; RET WALL REVISIONS STRUCT DETAILS Inspection Historv Date Description Act Insp Comments 11/15/2006 61 Footing AP RB @ N WALL ONLY - SEE NOTICE ABOUT CHANGE FROM APPROVED PLANS 11/14/2006 12 Steel/Bond Beam NR RB AGAIN - STILL NEED SPECIAL INSP REPORTS 1ST 11/13/2006 12 Steel/Bond Beam CO RB SEE CORRECTION NOTICE ATTACHED City of Carlsbad BIdg Inspection Request For: 01/12/2007 Permit# GB052305 Title; CARLSBAD RANCH RESORT Description: RETAINING WALLS W/CALCS. Inspector Assignment: RB Sub Type: HOTEL 1201 CANNON RD Lot Type: COMMIND Job Address: Suite; Location: OWNER CARLSBAD ESTATE HOLDING INC Owner: Remarks: Phone: 6195723234 Inspector: Total Time: Requested By: BRANDT Entered By: JANEAN CD Description 65 Retaining Walls Act Comment ^} ^401^;^ 'tt)p> A/ Com ments/Notices/Holds Associated PCRs/CVs PCR06201 ISSUED CARLSBAD RANCH Inspection Historv Original PC# RESORT-; RET WALL REVISIONS STRUCT DETAILS Date Description Act Insp Comments 01/08/2007 66 Grout AP RB TOP LIFT @ 0 WALL OK 01/05/2007 65 Retaining Walls NR RB WANTED PM INSP WHEN 1 CALLED @ 2:30 CONT HAD LEFT SICK 01/04/2007 65 Retaining Walls CA RB 01/03/2007 65 Retaining Walls AP RB @ 0 WALL 01/03/2007 66 Grout AP RB @ C WALL 01/03/2007 66 Grout CO RB @ N WALL - SEE NOTICE 01/02/2007 65 Retaining Walls WC RB 01/02/2007 66 Grout AP RB @ TOP LIFT @ 1 WALL 01/02/2007 66 Grout CO RB @ 0 WALL - SEE NOTICE 01/02/2007 66 Grout CO RB @ G WALL - SEE NOTICE 12/21/2006 66 Grout AP RB TOP LIFT @ 85 WALL 12/21/2006 66 Grout PA RB 1ST LIFT @ 1 WALL 12/14/2006 61 Footing AP RB @ 1 WALL 12/14/2006 62 Sfeel/Bond Beam WC RB 12/11/2006 61 Footing AP RB FOR 5E FTG. 12/08/2006 11 Ftg/Foundation/Piers NR RB AGAIN PAY REINS FEE 11/28/2006 12 Steel/Bond Beam PA PD FTG FOR G, 0 WALLS 11/15/2006 61 Footing AP RB @ N WALL ONLY - SEE NOTICE ABOUT CHANGE FROM APPROVED PLANS City of Carlsbad BIdg Inspection Request For: 05/31/2007 Inspector Assignment: RB Permit# CB052305 Title: CARLSBAD RANCH RESORT Description: RETAINING WALLS W/CALCS Type: COMMIND Sub Type: HOTEL Job Address: 1201 CANNON RD Suite: Lot: 0 Location: OWNER CARLSBAD ESTATE HOLDING INC Owner: Remarks: FTG ON A WALL GROUT ON P WALL Phone: 8588643647 Inspector: Total Time: Requested By: BOB SCITTO Entered By: CHRISTINE CD Description 61 Footing 66 Grout Act Comments. A9(AMAAA Comments/Notices/Holds Associated PCRs/CVs PCR06201 ISSUED CARLSBAD RANCH Inspection Historv Original PC# RESORT-; RET WALL REVISIONS STRUCT DETAILS Date Description Act Insp Comments 01/30/2007 22 Sewer/Water Service WC RB 01/30/2007 65 Retaining Walls AP RB ON FRENCH DRAIN @ 0 & N WALL 01/29/2007 65 Retaining Walls AP TP WALL N DRAINS 01/24/2007 65 Retaining Walls PA RB french drains @ walls EG & 1 OK 01/12/2007 65 Retaining Walls AP JIVI GROUT TOP WALL N 01/08/2007 66 Grout AP RB TOP LIFT @ O WALL OK 01/05/2007 65 Retaining Walls NR RB WANTED PIVI INSP WHEN 1 CALLED @ 2:30 CONT HAD LEFT SICK 01/04/2007 65 Retaining Walls CA RB 01/03/2007 65 Retaining Walls AP RB @ 0 WALL 01/03/2007 66 Grout AP RB @ C WALL 01/03/2007 66 Grout CO RB @ N WALL - SEE NOTICE 01/02/2007 65 Retaining Walls WC RB 01/02/2007 66 Grout AP RB @ TOP LIFT @ 1 WALL 01/02/2007 66 Grout CO RB @ 0 WALL - SEE NOTICE 01/02/2007 66 Grout CO RB @ G WALL - SEE NOTICE 12/21/2006 66 Grout AP RB TOP LIFT @ 35 WALL 12/21/2006 66 Grout PA RB 1ST LIFT® 1 WALL Corporate: 2992 E. La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San DIego/lmperial Cou 7313Carroll Rd.Ste.G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 jn Inland Empire: 14467 Meridian Pkw., BIdg. 2-A Riverside, CA92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 ^ TYPE OF FIELD REPORT IF WORK ftlJNSPECTOR • TECHNICIAN 9^ AVAILABLE: SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) ARCHITEerT— lo FOR WEEK ENDING PROIE^ NO. _ CONTWiCtOR 7^^^ X REPORT NO. PG OF CONTRACIOR /> PLAN FILE NO. PERMIT NO. ^ SUB-CONTMCTOR J PROIKTNAME ^ ^ INSPECTION ADDKESS I'^ F ADDRESS OF PROJECT ^ XP X^ REPORTING REQUIREMENTS: ICBO HELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RHS, ETC., HLL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEnCIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INttUDE RESEARCH REPORTNO. QRAIATERiAL TEStrREPORTS): A\TAAA&I<' &?L ^ Ar CONTRACTORS EQUIPMENT / MANPOWER USED: ARi*,^GRlD LINES. PIECES OBSERyEO: A / / S/7F ixuoA/ Ar ^cnrti^^ STRUCJUBAL NOTES, OPTAIL, OR RFIS USED: AD T^W7^ AU fj^-^Ci^ff, ^^-J^CC^ Au ^Ad\y< .^F> U f.ca-X7 REMARKS. WaU0/«DMEE7MWS.' AM <;/A, -ib uA^ AA^x ^ F(Fte<^ F7F liiSOtJi^-'JPl^ Oy^^ ^ REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PRQJECT CQMPLETIQN: WEATHER: OX^OA^ TEMPERATURE: "^Q SAMPLES TAKEN: TESTS REQUIRED: SITE TIME START:. LUNCH PERIOD: _ 77^ SITETIME FINISH: TRAVEL TIME: I Dfi CERTIFY TH^]JJJiVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND/ OR THE^PROVEDKANS, SPECIFICATIONS AND APPUCABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT jSignature r~r^ Print Name \ o9 / 3 j I A] Date of Report ICBO Certification Numlwr City / County Certification Numtier Rev: 7/97 Corporate: 2992 E. La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491 .^90 San DIego/lmperial County 7313 CarroHRd. Ste. G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 FIELD REPORT Inland Enqiira: 14467 Meridian Pkw., BIdg. 2-A Riverside, CA 92508 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 TYffiOFWOM •wmem •WUiU: tOILilEKnT|V)m ««c8 mm AFPROVB) SHOT OiWMIIG |V| I") — f c^*^^ c^r^sU, >r<^oX,c: CA^I SUB-CtMTMCmR MSKCnWMlORESS DEHOENCY KliPORT KEPOKTING REQUmEMeNTS: ICBO HELD INSPeCnON MANUALMTQ. SOTL MANUAL - REVIEW PREVIOUS REIORTS AND LISTS IF THFRF. NON.<X>NFORMING WORK AT'ME END OF THE WORK DAY. OR MISSING MTRS. AND RHS. ETC.. FILL OUT AND ATTACH A DEI WHEN A DEFIQENCY, YOURS OR A HtEVIOUS INSPECTOR'S. IS CORRECTED. SO NOTE ON THE ORIGINAL DEHCIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATBIMLSUSED tvCONnWCKD (IWUnCRHEMIOIWNinlia(MIMTBIIN.lESTMPORIS). coNTMciots EouineiT/MMpawei inei: AREA SRID LIMES. RECES OUtdHB): (7A nwOCv STRucnm wms. oEm. tmmiimi atM*iiia.«»ni—i, JJb. REWORliaspgRCEMTW All WORK TODAY-' PFBCFMT PPaiFrT ftOMPI FTIQW: I DO CERTIFY TMTI HAVE KRSOIUaY AND / OR THE WROVEDIVNS, AU OF Ttffi WOm USTED ABOVE AND THAT THIS VVOm COMHitS Wmf THE S&l^^ OF THE BUIUUNG CODE. UNLESS OTHERWISE NOTB) IN THE DBWENCY REPORT PIMNM " 1 ' oSotRiJort ' Ciy/Ciiwly City of Carlsbad 05-2305 1/6/05 City of Carlsbad ^OFO^^"!^^^^^^^^^^^^^^^^^ Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 05-2305 Job Address or Legal Description 1201Cannon Road Owner ^^^b f^-PtO ^rf/?frAddress m)F)f^57m^Cr. F^A^f^A^. FJIFHJ^ You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special hispector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) City of Carlsbad 05-2305 1/6/05 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: I AA^-^^ . (AJJU^^ PLAN CHECK NUMBER: 0f - ?0 C OWNER'S NAME: AAFUUJ p4Ci(t^^ ^tffXh I, as the owner, or agent of the owner (contra(^rs may jagi employ the spedai inspector), certify that I, or the architect/engineer of record. vi4il t>e responsible for employing ttte special inspector(s) as required by Unifonm Building Code (UBC) Section 1701.1 for the constmction project located at the site listed above. UBC Section 106.3.5. signed _'^J^ gru^ J. d&UU I, as the englneer/ardiitect of record, certify that 1 have prepared the following spedai inspection program as required by UBC Section 106.3,5 for the construction project located at the site listed above. l>SgnahH« H«nr Signed 1. List of work requiring special Inspection Soils Compliance Prior to Foundation inspection • Field Welding Strudtural Concrete Over 2500 PSI • High Sfarengtti Bolting Prestressed Concrate • Expansion/Epoxy Anchors nonstructural Masonry • Sprayed4>n Fireproofing ^• Designer Specified • Other Jge /V; / 2. Name(s) of indivldual(s} or firm{s) responsible for the special inspections listed above: A. lAF^aAuo BA-fn<^j2^ B. ' 3. Duties of the special inspectors for the work listed above: (-^^ JAie^ SOX^ xj CX.^- A. A^A A^f(-iFV\ j4*izx ^p^P^Q!ft Cf^Fr4ifF ifSf p^pj>^^e^ ftm I^J Ae£ f^^x'i^ sM^ C^offfJ {L P' ^V*^ SmACi^4(p^ A4hA^^ Mifi U(lf I^FAU^IU^H Spedai inspecKHS shall Ched( fci vAth the Qfy and pxmml ft^r credentiats fbr approval Driof to be^'rHitng vwsfk on me |ob site. ^ Sn£ (J7MJ>AFAt^9V^ EsGil Corporation In ^artnersAip with government for (BuiCtfing Safety DATE: 3/27/06 • APPLICANT • JURIS. JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 05-2305 SET: II PROJECT ADDRESS: 1201 Canyon Road PROJECT NAME: Retaining Walls for Carlsbad Ranch Resort I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. XI 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonward to the applicant contact person. I I 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. I I 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 XI REMARKS: 1. Please attach the retaining wall drainage detail on the city II set. (at building department). 2. City to approve the special inspection program. By: David Yao ^^AA Enclosures: Esgil Corporation ^x • GA • MB • EJ • PC 3/21 trnsmtLdot 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 SOIL BACKFILL. COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM D1557 RETAINING WALL WALL WATERPROOFING PER ARCHITECT'S SPECIFICATIONS FILTER FABRIC ENVELOPE (MIRAFI 140N OR APPROVED EQUIVALENT)' WALL FOOTING 3/4" TO 1-1/2" CLEAN GRAVEL 4" (MIN.) DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATIONS ORIENTED DOWN AS DEPICTED MINIMUM 1 PERCENT GRADIENT TO SUITABLE OUTLET 3" MIN. COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT I I I I I I I I NOTE: UPON REVIEW BY THE GEOTECHNICAL CONSULTANT. COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2 PERMEABLE MATERIAL. INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. RETAINING WALL DRAINAGE DETAIL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS E LEIGHTON AND ASSOCIATES EsGii Corporation In Partnersfiip with government for Guiding Safety DATE: 1/6/05 •APpUGANT ^^^^^A> JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 05-2305 SET: I PROJECT ADDRESS: 1201Cannon Road PROJECT NAME: Retaining Walls Carlsbad Ranch Resort I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. IXI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonward to the applicant contact person. ^ The applicant's copy of the check list has been sent to: John Mattox 5115 Avenida Encinitas Suite C Carlsbad, CA 92008 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed. 1X1 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: John Mattox Telephone #: (760)431-5653 Datecoptacted: (-(r-^(by:!P\) Fax #: Mail / Telephone /I Fax In Person • REMARKS: By: David Yao Enclosures: Esgil Corporation • GA • MB • EJ • PC 12/27/05 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 City of Carlsbad 05-2305 1/6/05 PLAN iREVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 05-2305 JURISDICTION: City of Carlsbad OCCUPANCY: USE: retaining walls TYPE OF CONSTRUCTION: ACTUAL AREA: ALLOWABLE FLOOR AREA: STORIES: HEIGHT: SPRINKLERS?: OCCUPANT LOAD: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/27/05 DATE INITIAL PLAN REVIEW COMPLETED: 1/6/05 PLAN REVIEWER: David Yao FOREWORD (PLEASE READ): 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 ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1997 UBC. 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, 1997 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 copv) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when vou submit the revised plans. City of Carlsbad 05-2305 1/6/05 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS • SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION • STRUCTURAL MASONRY • STRUCTURAL CONCRETE OVER 2500 PSI • DESIGNER-SPECIFIED • OTHER 2. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official ifor approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. 3. Show on the site plan all proposed retaining. Specify their heights on the plans. 4. Provide a complete copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. (the retaining wall calculation shows the allowable bearing pressure is 5000 Dsf?1500 psf?) City of Carlsbad 05-2305 1/6/05 5. Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Section 106.3.3. 6. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that It has been determined that the recommendations in the soil report are properly incorporated into the plans (when required by the soil report). 7. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The foundation excavations comply with the intent of the soils report." 8. Show height of retained earth on all retaining walls. Chapter 16. 9. The calculation shows the level and slope backfill 3 feet retaining wall requires #5(a)32"o.c. vertical rebar. Detail 6/SW2 shows #4@16"o.c. vertical and table on detail 5/SW2 shows #4(a)24"o.c. Please clarify. 10. The calculation shows the level backfill 5 feet and 7 feet (top 3 feet) requires #5(a>32"o.c. Detail 6 and 8 on sheet SW2 shows different information. Please clarify. 11. The calculation shows the level backfill 5 feet and 7 feet (top 3 feet) requires special inspection. Sheet SW2 of the plan did not show it. (Why need special inspection?) 12. The calculation shows the slope backfill 5 feet retaining wall requires special inspection and #6(%24"o.c. vertical reinforcement. Detail 6 on sheet SW2 did not show special inspection and the vertical reinforcement been reference on wall type 1 is $(a)16"o.c. Please check. 13. The key width dimension was not shown on detail table 15/SW2. Please add the information. 14. The calculation for the backfill slope concrete retaining wall requires #7(g)12"o.c. on both stem. Detail 12/SW2 shows the top stem has #6(@24"o.c. Please check, (compression steel?) 15. The footing width and key depth shown on detail table 15/SW2 is different from the calculation. Please check. 16. The calculation for the 8 feet and 5 feet slope backfill concrete wall requires #7(5)16"o.c. vertical reinforcement. The detail 12/SW2 shows different information. Please check. City of Carlsbad 05-2305 1/6/05 17. The drainage at the back of the retaining wall shall be clearly specified on the plan and match the recommendation from the soil report. • ADDITIONAL 18. To speed up the review process, note on this list (or a copy) where each correction Item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 19. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: • Yes • No 20. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. City of Carlsbad 05-2305 1/6/05 I VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 05-2305 PREPARED BY: David Yao DATE: 1/6/05 BUILDING ADDRESS: 1201Cannon Road BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) retaining wall 800 17.74 14,192 Air Conditioning Fire Sprinklers TOTAL VALUE 14,192 Jurisdiction Code cb By Ordinance BIdg. Permit Fee by Ordinance • Plan Check Fee by Ordinance • Type of Review: D Repetitive Fee Repeats 0 Complete Review • Other j—I Hourly • Structural Only Hour Esgil Plan Review Fee $138.19 $89.82 $77.39 Comments: Sheet 1 of 1 macvalue.doc City of Carlsbad Pub Works Engineering BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECK NUMBER: CB (^^"^ ^3oi BUILDING ADDRESS: l^dFiXiF^ 1^ 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 changes to these items after this date, including field modifications, must be reviewed by this office to insure contlnijed conformance with applicable codes. Please reuieCvca'efully all comments attached, as failurgyto coylply wjtn instructions in this report can result By: . permit to build ^IAAAIXOUJ Please se DENIAL Fie^ attached report of deficiencies marke<iluittLQMal<^ecessary corrections to plans or spelpiflcations for compliance with applicable Submit corrected plans codes ynd standards^ and/or specifici iffice for review. By: By: Date: Date: Date: )//(a/^<F 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\CHKLSTVtelainlng Wid Building Plandwck CMst Fonn KF.doc 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2720 • FAX (760) 602-8562 ^ • BUILDING PLANCHECK CHECKLIST RETAINING WALLS Ai-iA rovide a fully dimensioned site plan drawn to scale. Show: 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 3. 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) • 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-VVAY 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 HAW0RC»0OCS\CHKt.5T«e(aMr« Wdl BuUIng Plandwck CklW FOnn DR.doc City of Carlsbad Public Works Engineer! BUILDING PLANCHECK CHECKLIST DATE: A / PLMK:HEC)< NO.: CB^^ "^^^ GXDDRESS: ~/7fA C^AJOAJ^ C AAAjf(^4^A^ A^^' T DESCRIPTION: iAlMSCfi^J^AlJ^J^^^ OOMU - A^jZ^x^O^T-a^UL^ EST VALUE: BUILDING ADDRESS: PROJECT DESCRIPTION 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. • A Right-of-Way permit is required prior to construction of the following improvements: Please see, marked wit| or specif! codes and specifications to DENIAL ached report of deficiencies lake necessary corrections to plans for compliance with applicable lards. Submit corrected plans and/or for review. By: By: Date Date: Date: By: FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: ATTACHMENTS Dedication Application Dedication Checklist L-i Improvement Application L; Improvement Checklist • Neighborhood Improvement Agreement U Grading Permit Application U Grading Submittal Checklist Li Right-of-Way Permit Application n Right-of-Way Permit Submittal Checklist and Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: KATHLEEN M. FARMER City of Carlsbad Address: 1635 Faraday Avenue. Carlsbad, CA 92008 Phone: (760) 602-2741 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: ..t«3&ilSWua(;ieftfchAVi«aRM©.«r«Q»rlsbad, CA 9200^-7314 • (760) 602-2720 • FAX (760) 602RS§6« BUILDING PLANCHECK CHECKLIST SITE PLAN .| ST 2"^° • D • 1 • Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow F. Right-of-Way Width & Adjacent Streets B. Existing & Proposed Structures G. Driveway widths C. Existing Street Improvements H. Existing or proposed sewer lateral D. Property Lines (show all dimensions) I. Existing or proposed water service E. Easements J. Existing or proposed irrigation service • • • 2. Show on site plan: A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, per standards. • • • 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF. Example: Tenant Improvement for 3500 SF of warehouse to 3500 SF of office. F:\Farmer\Kathy\MASTERS\Building RanchKk Cklit Form (Qen*rlc).dac BUILDING PLANCHECK CHECKLIST r' 3"" DISCRETIONARY APPROVAL COMPLIANCE • • • 4a. Project does not comply with the following Engineering Conditions of approval for Project No. D D D 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS • • • 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 15.000 . pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: ., Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Vz" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS • 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 75.000 . pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the F \Farrtier\Kathy\MASTERS\Building Ptancheck Cklsl Fornn (Qeneric).doc BUILDING PLANCHECK CHECKLIST .J ST 3^^° Q • D checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: D n D 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ 360.00 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: D D D 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: • • • 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. O D n 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export and remedial). This information must be included on the plans. • • 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: Date: • • • 7c. Graded Pad Certification required, (Note: Pad certification may be required even if a grading permit is not required.) F:\Farmer\KathyMASTERS\Building Planchack Cktst Form (Qenerk:).doc A 2ND 3HD • • • • • • • • • BUILDING PLANCHECK CHECKLIST 7d. No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. 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. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: • • • 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: • • • • • • • • 10. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. 11. •RecfCfired fees are attached ^A^AHO fees required WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. F \Farmer\Kathy\MASTERS\Building Plancheck Cktst Form (Generic).doc BUILDING PLANCHECK CHECKLIST ,ST ,RD • • • 12b. • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "1", and potable water is typically a circled "W". The irrigation service should look like: STA1-1-00 Install 2" service and 2. 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water F:\Farmer\Kathy\MASTERS\Bulkting Plancheck Cklst Form (Qarwrk:).doc BUILDING PLANCHECK CHECKLIST .|ST 2'^° 3^^° service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. O D D 12c. Irrigation Use (where recycled water is available) 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. A• yD • 13. Additional Comments: r~ ^ AyA ^ " — 7^/<$ 'f^'^^ F^ jiF^\A F.\Farmer\Kathy^MASTERS\Building Plancheck CUal Form (Qanaricj.doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB 0^2 ?>DS~ ADDRESS ' C^PA MA DATE/, leESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR (< $10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER (Z^7buM/i^ UcJ2g^ I {/MAA^^SCL^^ |^[ e^cA^^UAJL PLANNER DATE U. 211 ax ENGINEER DATE Docs/Misf onnsmanning Engineering Approvals BUILDING DEPT. Carlsbad Fire Department COPY Plan Review Requirements Category: COMMIND , HOTEL Date of Report: 12-26-2006 Reviewed by: Name: Address: Permit #: CB052305 Job Name: CARLSBAD RANCH RESORT Job Address: 1201 CANNON RD CBAD CITY OF CARLSBAD RRE DEPARTMENT APPROVED iSnyou have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions; Cond: CON0000530 [NOT MET] Site plan shall indicate the location of roads, gates, driveways, buildings and all existing and proposed fire hydrants within 300 feet of the project. THE GRADING PLANS FOR THIS PROJECT HAVE NOT TO DATE BEEN APPROVED BY THE CITY'S ENGINEER. FIRE DEPARTMENT HAS REVIEWED THIS SUBMITTAL AND WOULD COMMENT THAT ON SHEET 12 THE CLEAR WIDTH BETWEEN THE NOSES SHOULD BE A MINIMUM OF 20 FEET CLEAR WIDTH. SHEET 15 - ENSURE THAT THE PORTICOCHERE HAS AMINIMUM VERTICAL CLEARANCE OF 13 FEET - 6 INCHES. SHEETS 44 and 50 SHALL INDICATE THAT A FIRE DEPARTMENT APPROVED KEY BOX OR LOCKSET SHALL BE PROVIDED AT EACH GATE FOR PEDESTRIAN ACCESS, e.g. POOL GATES AND YARD GATES. Cond: BP004 [NOT MET] Private roads and driveways, when designated as required access or turnaround for emergency service vehicles, shall be posted as fire lanes in accordance with the requirements or the Carlsbad Municipal Code. See City web site. Entry: 06/29/2005 By: GLR Action: DN Cond: CON0001795 [MET] ^* APPROVI THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS EST CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 12/26/2006 By: GR Action: AP Carlsbad Fire Department A Plan Review Requirements Category: COMMIND , HOTEL Date of Report: 06-29-2005 Reviewed by: Name: JOHN MATTOX Address: Permit #: CB052305 Job Name: CBAD RANCH RESORT-POOL ENCLOSU Job Address: 1201 CANNON RD CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0000530 Site plan shall indicate the location of roads, gates, driveways, buildings and all existing and proposed fire hydrants within 300 feet of the project. THE GRADING PLANS FOR THIS PROJECT HAVE NOT TO DATE BEEN APPROVED BY THE CITY'S ENGINEER. FIRE DEPARTMENT HAS REVIEWED THIS SUBMITTAL AND WOULD COMMENT THAT ON SHEET 12 THE CLEAR WIDTH BETWEEN THE NOSES SHOULD BE A MINIMUM OF 20 FEET CLEAR WIDTH. SHEET 15 - ENSURE THAT THE PORTICOCHERE HAS AMINIMUM VERTICAL CLEARANCE OF 13 FEET - 6 INCHES. SHEETS 44 and 50 SHALL INDICATE THAT A FIRE DEPARTMENT APPROVED KEY BOX OR LOCKSET SHALL BE PROVIDED AT EACH GATE FOR PEDESTRIAN ACCESS, e.g. POOL GATES AND YARD GATES. Cond: BP004 Private roads and driveways, when designated as required access or turnaround for emergency service vehicles, shall be posted as fire lanes in accordance with the requirements or the Carlsbad Mimicipal Code. See City web site. Entry: 06/29/2005 By: GLR Action: DN BuRKETT & WONG structural & Civil Engineers & Surveyors 3434 Fourth Avenue • San Diego, CA 92103-4911 Tel: (619) 299-5550 • Fax: (619) 299-9934 DATE- DEC 2005 ENGINEER- MBB. JOB No. 9021B STRUCTURAL CALCULATIONS FOR CARLSBAD RANCH RESORT Retaining walls Carlsbad, CA \B i No. S 3236 \ M . , \\ Exp. 3-31-^7 |;1 X "" \ o- JPMDESIGNMANAGEMENT AvENiCA ENCINAS CARLSBAD, CA SHEET_ Tic ..... ?rtus ~ &iuonQW iCMo ' structurol C civil engineers PROJECT C')2-,^2^ - 7^ I |: i I I I I i I I I I I 040575-003 All waterproofing measures and any additional vapor control measures necessitated by planned architectural finishes or serviceability requirements should be designed by the project architect. 5.5.2 Settlement The recommended allowable bearing capacities are based on a maximum total settlements of less than 1 inch and differential settlements less tan 1/2-inch. 5.5.3 Earth and Hydrostatic Wall Pressures For design purposes, the following lateral earth pressure values for level or sloping backfill are recommended for walls backfilled with onsite soils of low to medium expansion potential (expansion potential less than 20 per ASTM Test Method D4829). Table 7 Equivalent Fluid Weight (pcf) Conditions Level 2:1 Slope Active 33 60 At-Rest 55 80 Passive 350 (maximum of 3 ksf) 150 (sloping down) Unrestrained (yielding) cantilever walls up to 15 feet in height should be deisigned for an active equivalent pressure value provided in Table 7. For the design of walls restrained from movement at the top (nonyielding) such as basement walls, the at-rest pressures should be used. If conditions other than those covered herein are anticipated, the equivalent fluid pressure values should be provided on an individual case basis by the geotechnical engineer. A surcharge load for a restrained or unurestrained wall resulting from automobile traffic may be assumed to be equivalent to a uniform lateral pressure of 75 psf which is in addition to the equivalent fluid pressure given above. For other uniform surcharge loads, a uniform lateral pressure equal to 0.35q should be applied to the wall (where q is the surcharge pressure in psf). The wall pressures assume walls are backfilled with free draining materials and water is not allowed to accumulate behind walls. A typical wall drainage design is provided in Appendix E. Wall backfill should be brought to at least 2 percent above the optimum moisture content and compacted by mechanical methods to at least 90 percent relative compaction -26-fiinhtnn 040575-003 I I I I I I I I I (based on ASTM D1557). Where distress-sensitive improvements extend over retaining wall backfill, we recommend wall backfill be compacted to at least 95 percent relative compaction. Wall footings should be designed in accordance with the foundation design recommendations and reinforced in accordance with structural considerations. For all retaining walls, we recommend the setback distance from the outside base of the footing to daylight as previously discussed for foundations. Lateral soil resistance developed against lateral structural movement can be obtained from the passive pressure value provided above. Further, for sliding resistance, the friction coefficient of 0.33 may be used at the concrete and soil interface. These values may be increased by one-third when considering loads of short duration including wind or seismic loads. The total resistance may be taken as the sum of the fi-ictional and passive resistance provided that the passive portion does not exceed two-thirds of the total resistance. Should soil nail v/alls be considered, the following design parameters may be considered in design. Table 8 Soil Nail Wall Design Parameters Soil Property Design Value Intemal Friction Angle, (j) (degrees) 32 Cohesion, c (psf) 50 Total Unit Weight, y (pcf) 130 Ultimate Bond Stress (psi) 5 to 10 It should be noted that the bond stress developed by the soil nails will be highly dependent on the methods of construction along the expertise of the contractor. The selected design bond stress should be verified by field testing. An appropriate testing and inspection program should be provided as part of the project plans. Appropriate surcharge pressure should be applied for walls influenced by surcharge loading. The wall design engineer should also design wall rigidity based on deflection tolerable to the existing and proposed improvements. If tied-back or braced excavations are considered, additional recommendations can be provided. -27- 8.in Mas w/ #5 @ 24.in o/c Solid Grout, Spc Insp in #4@18.in @ Heel Designer select all horiz. reinf. See Appendix A 5" r-2" ^m 1'-7" • Burl<ett & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title biocl< information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page: Date: JUL 27,2005 This Wail in File: S:\PROJECT\JPM DesignlMlanagement\Cai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC i Footing Dimensions & Strengths | Criteria 1 Retained Height Wall height above soil Slope Behind Wal Height of Soil over Toe Soil Density Wind on Stem 3.00 ft 0.25 ft 0.00:1 12.00 in 110.00 pcf 0.0 psf Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable ACI Factored @ Toe = 1.221 psf ACI Factored @ Heel = 20 psf Footing Shear @ Toe = 2.9 psi OK Footing Shear @ Heel = 3.2 psi OK Allovrable = 93.1 psi Wall Stability Ratios Overturning = 2.34 OK Sliding = 4.10 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 204.0 lbs less 100% Passive Force= - 583.5 lbs less 100% Friction Force= - 253.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 :1 Stability = 0.0 lbs OK |FooWn^esigr^esult^^^J Toe Factored Pressure = 1,221 Mu': Upward = 183 Mu': Downward = 62 Mu: Design = 121 Actual 1-Way Shear = 2.85 Allow 1-Way Shear = 93.11 Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Actve Pressure Passive Pressure Water height over heel FootingllSoil Frictiot Soil height to ignore for passive pressure 779 lbs 3.06 in 968 psf OK 16 psf OK 5,000 psf 33.0 psf/ft 30.0 psf/ft 389.0 psf/ft 0.0 ft 0.325 12.00 in Toe Width Heel Width Total Footing Widtf = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 3,000 psi Fy = Footing Concrete Density = Min. As % = Cover® Top = 2.00 in ^ 0.42 ft 1.17 1.58 12.00 in 12.00 in 0.00 in 0.42 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Heel 20 psf 42ft-# 215ft-# 173ft-# 3.18 psi 93.11 psi Stem Construction | Top stem wmm^^^m^^^mwmmmm^ Stem OK Design height ft= 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 24.00 Rebar Placed at = Edge Design Data fb/FB +fa/Fa = 0.117 Total Force @ Section lbs = 133.5 Moment....Actual ft-#= 143.5 Moment Allovrable = 1,221.4 Shear Actual psi = 2.3 Shear.....Allowable psi= 38.7 Lap Splice if Above in = 25.00 Lap Splice if Below in = 6.39 Wall Weight = 78.0 Rebar Depth 'd' in= 5.25 •Masonry Data fm psi= 1,500 Fs psi = 20,000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio 'n' = 25.78 Short Temi Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Burkett & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page: Date: JUL 27,2005 This Wall in File: S:\PROJECTVJPM DesignlVlanagement\Cai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC SummaryofOv^^ ..OVERTURNING.. Force Distance IMoment Force .RESISTING Distance Moment Item lbs fl ft-# lbs fl ft-# Heel Active Pressure = 264.0 1.33 352.0 Soil Over Heel = 165.0 1.33 220.0 Toe Active Pressure = -60.0 0.67 -40.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe _ Surcharge Over Toe _ 45.8 0.21 9.5 Stem Weight(s) ~ Earth @ Stem Transitions _ 253.5 0.75 190.1 Total = 204.0 O.T.M. = 312.0 Stem Weight(s) ~ Earth @ Stem Transitions _ 253.5 0.75 190.1 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 2.34 779.0 lbs Footing Weighl _ Key Weight ~ Vert. Component _ 237.5 77.1 0.79 0.92 1.58 188.0 122.1 Vertcal component of active pressure used for soil pressure Total = 779.0 lbs R.M.= 729.8 8.in Mas w/ #5 @ 24.in o/c Solid Grout, Spc Insp .in @ Heel Designer select all horiz. reinf See Appendix A 11" 1'-8" ^m ^ 2'-7" ^ Burkett & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block infonnation. Title : Cartsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page: Date: JUL 27,2005 This Wall in File: S:\PROJECT\JPM DesignManagement\Cai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Criteria Retained Height = 5.00 ft Wall height above soil = 0.25 ft Slope Behind Wal = 0.00:1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overtuming Sliding Sliding Calcs (Vertical Component Used) 1,447 psf 122 psf 7.6 psi OK 7.9 psi OK 93.1 psi 2.31 2.08 OK OK Lateral Sliding Force = less 100% Passive Forc^ less 100% Friction Force= Added Force Req'd = ....for 1.5 :1 Stability = 534.0 lbs 583.5 lbs 527.0 lbs 0.0 lbs OK 0.0 lbs OK Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method J l^ooting^imens^ Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictior Soil height to ignore for passive pressure 33.0 psf/ft 30.0 psf/fl 389.0 psf/fl 0.0 fl = 0.325 12.00 in Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth = Key Distance fi-om Toe = fc = 3,000 psi Fy Footing Concrete Density = Min. As % = Cover® Top = 2.00 in ( 0.92 fl 1.67 2.58 12.00 in 12.00 in 0.00 in 0.92 fl 60,000 psi 150.00 pcf 0.0018 ! Blm.= 3.00 in 1,621 lbs 4.36 in 1,158 psf OK 98 psf OK 5,000 psf I Footing Design Results | Toe Heel Factored Pressure = 1,447 122 psf Mu': Upward = 741 219fl-# Mu': Downward = 214 962 fl-# Mu: Design = 527 743ft-# Actual 1-Way Shear = 7.62 7.86 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Stem Construction | Top stem •^^mammmmmmmi^^^m^ Stem OK Design height ft = 0.00 Wall Material PJOOMB "Ht" = Masonry Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 24.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.559 Total Force @ Section lbs = 397.5 Moment....Actual fl-#= 682.5 Moment Allowable = 1,221.4 Shear Actual psi = 7.0 Shear Allowable psi = 38.7 Lap Splice if Above in= 25.00 Lap Splice if Below in = 6.39 Wall Weighl = 78.0 Rebar Depth 'd' in= 5.25 Masonry Data f m psi = 1,500 Fs psi = 20,000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio *n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Nol req'd, Mu < S * Fr Heel: Nol req'd, Mu < S * Fr Key: Nol req'd, Mu < S * Fr Burkett & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page: Date: JUL 27,2005 This Wall in File: S:\PROJECTVJPM DesignManagementVCai Retain Pro 6.0, 23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Summaryo^vert^^ .OVERTURNING.. Force Distance Moment Force .RESISTING Distance Moment Item lbs fl fl-# lbs ft ft-# Heel Active Pressure = 594.0 2.00 1,188.0 Soil Over Heel = 550.0 2.08 1,145.8 Toe Active Pressure = -60.0 0.67 -40.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Fooling Load = Added Lateral Load = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe _ Surcharge Over Toe _ 100.8 0.46 46.2 Stem Weight(s) _ Earth @ Stem Transitions _ 409.5 1.25 511.9 Total = 534.0 O.T.M. = 1,148.0 Stem Weight(s) _ Earth @ Stem Transitions _ 409.5 1.25 511.9 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 2.31 = 1,621.4 lbs Footing Weighl _ Key Weight ~ Vert. Component _ 387.5 173.6 1.29 1.42 2.58 500.5 448.4 Vertical component ot active pressure usea tor son pressure Total = 1,621.4 lbs R.M.= 2,652.9 8.in Mas w/ #6 @ 24.in o/c Solid Grout, Spc Insp 12.in Mas w/ #6 ® 24.in o/c Solid Grout, Spc Insp .in Designer select all horiz. reinf. I^ggl See Appendix A 1'-3" • 2'-4" 3'-7" Burkett & Wong Engineers Cartsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Cartsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page: Dale: JUL 27,2005 This Wall in File: S:\PROJECT\JPM DesignManagement\Cai ReUin Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC T j ^FootJngJDjniens^ Strengths^ Criteria Retained Height = 7.00 fl Wall height above soil = 0.25 fl Slope Behind Wal = 0.00 :1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,904 psf ACI Factored @ Heel = 151 psf Footing Shear @ Toe = 9.7 psi OK Footing Shear @ Heel = 10.8 psi OK Allowable = 93.1 psi Wall stability Ratios Overtuming = 2.26 OK Sliding = 1.67 OK 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 = Footing Design Results Toe 1,064.2 lbs 775.6 lbs 999.4 lbs 0.0 lbs OK 0.0 lbs OK Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictioi Soli height lo ignore for passive pressure 33.0 psf/fl 30.0 psf/fl = 349.0 psf/ft 0.0 ft = 0.325 = 12.00 in 3,075 lbs 6.11 in 1,590 psf OK 126 psf OK 5,000 psf Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 1,904 1,867 488 1,379 9.70 93.11 #4@ 18.00 in #4® 18.00 in None Spec'd Heel 151 psf 513fl-# 2,461 fl-# 1,948 ft-# 10.76 psi 93.11 psi Stem Construction | Top stem •^^^^^mmmmmmmmmi^mii^ Stem OK Design height fl = 4.00 Wall Material Above "HI" = Masonry Thickness = 8.00 Rebar Size = #6 Rebar Spacing = 24.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.087 Total Force @ Section lbs = 148.5 MomenL...Actual ft-#= 148.5 Moment Allowable ft-#= 1,704.4 Shear Actual psi = 2.6 Shear Allowable psi = 38.7 Lap Splice If Above in = 30.00 Lap Splice if Below in = 30.00 Wall Weight psf= 78.0 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 1,500 Fs psi = 20,000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio 'n' = 25.78 Short Terni Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes 8i Spacings Toe: Not req'd, Mu < S * Fr Heel: Nol req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Toe Width Heel Width Total Footing Widtf = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 3,000 psi Fy Footing Concrete Density = Min. As % = Cover® Top = 2.00 in 2nd 1.25 ft 2.33 = 3.58 16.00 in 12.00 in = 0.00 in 1.25 fl = 60,000 psi 150.00 pcf 0.0018 ® Btm.= 3.00 in Stem OK 0.00 Masonry 12.00 # 6 24.00 Edge 0.523 793.5 1,881.5 3,596.0 8.1 38.7 36.00 11.50 124.0 9.00 1,500 24,000 Yes Yes 25.78 I. 000 II. 60 Burkett & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carisbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page:. Date: JUL 27,2005 This Wall in File: S:\PROJECTUPM DesignManagement\Cai Retain Pro 6.0, 23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Summar^l^vertui^^ item OVERTURNING Force Distance Moment lbs fl ff-# Force ..RESISTING Distance Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Fooling Load Added Lateral Load Load @ Stem Above Soil 1,145.8 -81.7 2.78 0.78 3,182.9 -63.5 Total = 1,064.2 O.T.M. Resisting/Overturning Ratio = Vertical Loads used for Soil Pressure - 3,119.4 = 2.26 3,075.2 lbs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe . Surcharge Over Toe . Stem Weight(s) ^ Earth @ Stem Transitions. Footing Weighl . Key Weight ^ Vert. Component . Moment Total = lbs ft ft-# 1,026.7 2.92 2,994.4 0.00 137.5 0.63 85.9 749.5 1.69 1,269.4 110.0 2.08 229.2 716.7 1.79 1,284.0 1.75 334.8 3.58 1,199.8 3,075.2 lbs R.M.= 7,062.8 8.in Mas w/ #5 @ 24.in o/c Solid Grout, Spc Insp 1'-0"^ @Toe Designer select #4®18.in all horiz. reinf. g) Heel See Appendix A Burkett & Wong Engineers Carisbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carisbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page:. Date: JUL 27,2005 This Wall in File: S:\PROJECT\JPM DesignManagement\Cai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Criteria J Retained Height = 3.00 fl Wall height above soil = 0.25 fl Slope Behind Wal = 2.00:1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary | Total Bearing Load = 1,189 lbs ...resultant ecc. = 3.87 in Soil Pressure ® Toe = 1,101 psf OK Soil Pressure ® Heel = 40 psf OK Allowable = 5,000 psf Soil Pressure Less Than Allowable ACI Factored ® Toe = 1,170 psf ACI Factored @ Heel = 43 psf Footing Shear @ Toe = 4.1 psi OK Footing Shear @ Heel = 7.3 psi OK Allowable = 93.1 psi Wall Stability Ratios Overtuming 2.07 OK Sliding = 1.89 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = less 100% Passive Forc^ less 100% Friction Force= Added Force Req'd = ....for 1.5 :1 Stability = 514.2 lbs 583.5 lbs 386.5 lbs 0.0 lbs OK 0.0 lbs OK Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method I ^Footmg^jjmensi^^ Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictior Soil height to ignore for passive pressure 60.0 psf/fl 30.0 psf/fl 389.0 psf/ft 0.0 fl = 0.325 = 12.00 in Toe Width = 0.67 fl Heel Width = 1.42 Total Footing Widtl- = 2.08 FooUng Thickness = 12.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 0.67 fl fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover ® Top = 2.00 in ® Btm.= 3.00 in I Footing Design Results | Toe Heel Factored Pressure = 1,170 43 psf Mu': Upward = 354 0 ft-# Mu': Downward = 126 0 ft-# Mu: Design = 228 451 ft-# Actual 1-Way Shear = 4.09 7.27 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = # 4 ® 18.00 in Heel Reinforcing = # 4 ® 18.00 in Key Reinforcing = None Spec'd Stem Construction | Top stem ^••••••^^^^^^^^^•••i stem OK Design height fl = 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 24.00 Rebar Placed al = Edge Design Data fb/FB + fa/Fa = 0.217 Total Force ® Section lbs = 255.0 Moment...Actual fl-#= 265.0 Moment Allowable = 1,221.4 Shear Actual psi = 4.5 Shear Allowable psi = 38.7 Lap Splice if Above in = 25.00 Lap Splice if Below in = 6.39 Wall Weight = 78.0 Rebar Depth 'd' in= 5.25 Masonry Data f m psi = 1,500 Fs psi = 20,000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio 'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weighl Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Nol req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Burkett & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page: Date: JUL 27,2005 This Wall in File: S:\PROJECTUPM DesignManagementtCai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Summary of Overturning & Resisting Forces & Moments Force ..OVERTURNING., Distance Moment Force ..RESISTING Distance Moment Item lbs fl fl-# lbs ft fl-# Heel Active Pressure = 574.2 1.46 837.4 Soil Over Heel = 247.5 1.71 422.8 Toe Active Pressure = -60.0 0.67 -40.0 Sloped Soil Over Heel = 15.5 1.83 28.4 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe _ Surcharge Over Toe _ 73.3 0.33 24.4 Stem Weight(s) ~ Earth @ Stem Transitions _ 253.5 1.00 253.5 Total 514.2 O.T.M. = 797.4 Stem Weight(s) ~ Earth @ Stem Transitions _ 253.5 1.00 253.5 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 2.07 1,189.2 lbs Fooling Weighl _ Key Weight Z. Vert. Component _ 312.5 286.9 1.04 1.17 2.08 325.5 597.7 Vertical component ot active pressure usea tor sou pressure Total = 1,189.2 lbs R.M.= 1,652.3 8.in Mas w/ #6 ® 24.in o/c Solid Grout, Spc Insp I'-O" #4@18.in Designer select all horiz. reinf. HggI See Appendix A 3" 5'-0" 1'-4" r-O" 5'-3" Burkett & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page:. Date: JUL 27,2005 This Wall in File: S:\PROJECT\JPM DesignManagement\Cai Retain Pro 6.0, 23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design T Code: 1997 UBC Criteria Retained Height = 5.00 fl Wall height above soil = 0.25 fl Slope Behind Wal = 2.00:1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load ...resultant ecc. Soil Pressure ® Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable ACI Factored ® Toe = ACI Factored @ Heel = Footing Shear @ Toe = Fooling Shear @ Heel = Allowable = Wall Stability Ratios Overtuming = Sliding = Sliding Calcs (Vertical Component Used) 1,700 psf 123 psf 8.5 psi OK 13.5 psi OK 93.1 psi 2.05 1.94 OK OK Lateral Sliding Force = less 100% Passive Force= less 100% Friction Force= Added Force Req'd = ....for 1.5:1 Stability = 1,405.9 lbs 1,764.4 lbs 964.3 lbs 0.0 lbs OK 0.0 lbs OK [Footin^esigi^esult^^^^l Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictior Soil height to Ignore for passive pressure I l^ootin^^imensloi^^ 60.0 psf/ft 30.0 psf/fl = 349.0 psf/fl 0.0 ft = 0.325 = 12.00 in Toe Width Heel Width Total Footing Widlf = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 3,000 psi Fy Footing Concrete Density = Min. As % = Cover® Top = 2.00 in ( 1.33 ft 2.08 3.42 16.00 in 12.00 in 12.00 in 1.33 ft 60,000 psi 150.00 pcf 0.0018 1 Btm.= 3.00 in 2,967 lbs 5.91 in 1,620 psf OK 117 psf OK 5,000 psf Toe Heel Factored Pressure = 1,700 123 psf Mu': Upward = 1,653 0 fl-# Mu': Downward = 488 Oft-# Mu: Design = 1,164 2,117 ft-# Actual 1-Way Shear -8.52 13.53 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = #4 @ 18.00 in Heel Reinforcing = #4 @ 18.00 in Key Reinforcing = None Spec'd Stem Construction | Top Stem mm^m^^^^^^m^mimmJk stem OK Design height ft= 0.00 Wail Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #6 Rebar Spacing = 24.00 Rebar Placed al = Edge Design Data fb/FB + fa/Fa = 0.730 Total Force @ Section lbs = 735.0 MomenL...Actual fl-#= 1,245.0 Moment Allowable = 1,704.4 Shear Actual psi= 13.1 Shear Allowable psi = 38.7 Lap Splice if Above in = 30.00 Lap Splice if Below in = 7.67 Wall Weight = 78.0 Rebar Depth 'd' in= 5.25 Masonry Data f m psi = 1,500 Fs psi = 20,000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio 'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi = other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Burkett & Wong Engineers Carisbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page: Date: JUL 27,2005 This Wall in File: S:\PROJECT\JPM DeslgnManagement\Cai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Summar^^o^Ov^^ ..OVERTURNING.. Force Distance Moment Force .RESISTING Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,487.6 2.35 3,491.6 Soil Over Heel = 779.2 2.71 2,110.2 Toe Active Pressure = -81.7 0.78 -63.5 Sloped Soil Over Heel = 55.2 2.94 162.5 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe _ Surcharge Over Toe _ 146.7 0.67 97.8 Stem Weight(s) ~ Earth @ Stem Transitions _ 409.5 1.67 682.5 Total 1,405.9 O.T.M. = 3,428.1 Stem Weight(s) ~ Earth @ Stem Transitions _ 409.5 1.67 682.5 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure 2,967.1 2.05 lbs Footing Weighl _ Key Weight ~ Vert. Component _ 683.3 150.0 743.2 1.71 1.83 3.42 1,167.4 275.0 2,539.3 Vertical component ot active pressure usea tor son pressure Total = 2,967.1 lbs R.M.= 7,034.6 8.in Mas w/ #5 ® 16.in o/c Solid Grout, Spc Insp 12.in Mas w/ #6 ® 16.in o/c Solid Grout, Spc Insp r-O" .in Designer select all horiz. reinf. Heel Appendix A 1'-8" 1'-8" r-O" r-9" r-8" ^m ^ „ 2'-9" ^ 4'-5" • 1'-5" Burkett & Wong Engineers Cartsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Chad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... Page:. Dale: AUG 8,2005 This Wall in File: S:\PROJECTUPM DesignManagement\Cai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Criteria Retained Height = 7.00 fl Wall height above soil = 0.00 fl Slope Behind Wal = 2.00:1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure ® Heel Allowable 4,979 lbs 8.72 in 2,240 psf OK 15 psf OK 5,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Fooling Shear @ Heel = Allowable = Wall stability Ratios Overturning = Sliding = Sliding Calcs (Vertical Component Used) 2,239 psf 15 psf 12.9 psi OK 21.5 psi OK 93.1 psi 1.90 1.75 OK OK Lateral Sliding Force = less 100% Passive Forcff= less 100% Friction Force= Added Force Req'd = ....for 1.5:1 Stability = 2,543.0 lbs 2,466.5 lbs 1,991.8 lbs 0.0 lbs OK 0.0 lbs OK I Footing Design Results Toe Factored Pressure = Mu': Upward = Mu': Downward = Mu: Design = Actual 1-Way Shear = Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method I [jFooting^imension Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictior Soil height to ignore for passive pressure 60.0 psf/ft 30.0 psf/ft = 344.0 psf/ft 0.0 ft = 0.400 = 12.00 in k I stem Construction | Top stem • '-wmi^mmmmam^^mi^^mmmm stem Of Toe Width Heel Width Total Footing Widtl- Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 3,000 psi Fy = Footing Concrete Density = Min. As % Cover ©Top = 2.00 in @ 2nd 1.67 ft 2.75 4.42 18.00 in 12.00 in 17.00 in 1.67 fl 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment...Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Stem OK ft= 4.08 = Masonry 8.00 #5 16.00 = Edge Stem OK 0.00 Masonry 12.00 # 6 16.00 Edge lbs = ft-# = ft-# = psi = psi = in: in: psf = in = 0.118 255.8 249.0 2,115.9 4.6 38.7 30.00 30.00 78.0 5.25 0.647 1,455.0 3,425.0 5,294.8 15.0 38.7 36.00 11.50 124.0 9.00 2,239 3,522 861 2,660 12.93 93.11 #7® 18.00 in # 6 ® 14.00 in None Spec'd Heel 15 psf 0 ft-# 0 ft-# 5,823 ft-# 21.50 psi 93.11 psi Special Inspection Modular Ratio 'n' Short Tenn Factor Equiv. Solid Thick. Masonry Block Type = Concrete Data fc Fy psi= 1,500 1,500 psi = 24,000 24,000 Yes Yes = Yes Yes 25.78 25.78 = 1.000 1.000 in= 7.60 11.60 Medium Weight psi = psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Nol req'd, Mu < S * Fr Key: #4® 12.50 in, #5® 19.25 in, #6® 27.25 in, #7® 37.25 in, 'Blirtt^tt & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title • Chad Ranch Resort Job# : 9021B Dsgnr: Description.... mbb Page: Dale: AUG 8,2005 This Wall In File: S:\PROJECT\JPM DesignManagement\Cai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Summar^^vertun^^ Item OVERTURNING Force Distance Moment lbs ft ft-# Force .RESISTING Distance Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Fooling Load = Added Lateral Load = Load @ Stem Above Soil = 2,636.7 -93.8 3.13 0.83 8,239.7 -78.1 Total = 2,543.0 O.T.M. = 8,161.6 Resisting/Overturning Ratio = 1.90 Vertical Loads used for Soil Pressure = 4,979.4 lbs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem: Soil Over Toe . Surcharge Over Toe . Stem Weight(s) . Earth @ Stem Transitions. Footing Weighl . Key Weight '. Vert. Component . Moment Total •• lbs ft ft-# 1,347.5 3.54 4,772.4 84.2 3.83 322.8 0.00 183.3 0.83 152.8 733.7 2.11 1,551.7 107.1 2.50 267.7 993.8 2.21 2,194.5 212.5 2.17 460.4 1,317.3 4.42 5,818.2 4,979.4 lbs R.M.= 15,540.5 8.in Mas w/ #5 @ 16.in o/c Solid Grout, Spc Insp 12.in Mas w/ #7 @ 16.in o/c Solid Grout, Spc Insp Designer selecl i" all horiz. reinf. Heel Appendix A 2'-0" 2'-0" I'-O" 2'-1" 3'-r' 5'-1" i Burkett & Wong Engineers Carisbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Chad Ranch Resort Job# : 9021B Dsgnr: Description.... mbb Page:. Date: AUG 8,2005 This Wall in File: S:\PROJECTVJPM DesignManagementVCai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Criteria J Retained Height = 8.00 ft Wall height above soil = 0.00 ft Slope Behind Wal = 2.00; 1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soli Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear ® Heel = Allowable = Wall Stability Ratios Overtuming = Sliding = Sliding Calcs (Vertical Component Used) 2,302 psf 89 psf 16.1 psi OK 27.4 psi OK 93.1 psi 1.93 1.52 OK OK Lateral Sliding Force = less 100% Passive ForceF less 100% Friction Force= Added Force Req'd = ....for 1.5 :1 Stability = 3,240.1 lbs 2,466.5 lbs 2,460.0 lbs 0.0 lbs OK 0.0 lbs OK Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictioi Soil height to ignore for passive pressure 60.0 psf/ft 30.0 psf/ft 344.0 psf/ft 0.0 ft = 0.400 = 12.00 in k I stem Construction | Top Stem • '-•MMHHHHiMMWMMdl Stem Ol' Toe Width = 2.00 ft Heel Width = 3.08 Total Footing Widtf = 5.08 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 17.00 in Key Distance from Toe = 2.00 fl fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover® Top = 2nd 2.00 in @ Btm.= 3.00 in 6,150 lbs 9.41 in 2,330 psf OK 90 psf OK 5.000 psf Stem OK Design height ft = 4.08 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data ftj/FB + fa/Fa = 0.285 Total Force @ Section lbs = 461.0 Momenl....Aclual ft-#= 602.4 Moment Allowable ft-#= 2,115.9 Shear Actual psi = 8.2 Shear Allowable psi = 38.7 Lap Splice if Above in = 30.00 Lap Splice if Below in = 30.00 Wall Weighl psf= 78.0 Rebar Depth 'd' in= 5.25 Masonry Data f m psi: Fs psi: Solid Grouting Stem OK 0.00 Masonry 12.00 # 7 16.00 Edge 0.790 1,905.0 5,115.0 6,477.9 20.0 38.7 42.00 13.42 124.0 9.00 [Footin^Desigr^esulte^^^^J Toe Heel Factored Pressure = 2,302 89 psf Mu': Upward = 5,001 0 ft-# Mu': Downward = 1,187 0 ft-# Mu: Design = 3,814 8,696 ft-# Actual 1-Way Shear = 16.07 27.37 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = # 7 @ 18.00 in Heel Reinforcing = # 6 @ 14.00 in Key Reinforcing = None Spec'd Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. 1,500 24,000 Yes Yes 25.78 1.000 7.60 1,500 24,000 Yes Yes 25.78 I. 000 II. 60 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi = other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4® 7.25 in, #5® 11.25 in, #6® 16.00 in, #7® 21.75 in, #8® 28.50 in, #9® 36 Key: #4® 12.50 in, #5® 19.25 in, #6® 27.25 in, #7® 37.25 in. • Burkett & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Chad Ranch Resort Job# : 9021B Dsgnr: Description.... mbb Page:. Dale: AUG 8,2005 This Wall in File: S:\PROJECTVJPM DesignManagement\Cai Retain Pro 6.0, 23-Sep-2G02, (c)1989>2002 Cantilevered Retaining Wall Design Code: 1997 UBC Summary of Overturning & Resisting Forces & IVIoments Item OVERTURNING Force Distance Moment lbs ft ft-# Force ..RESISTING Distance Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 3,333.8 -93.8 3.51 0.83 11,714.6 -78.1 Total = 3,240.1 O.T.M. = 11,636.5 Resisting/Overturning Ratio = 1.93 Vertical Loads used for Soil Pressure = 6,150.0 lbs Vertical component of active pressure used for soil pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Fooling Load Axial Dead Load on Stem: Soil Over Toe . Surcharge Over Toe . Stem Weight(s) . Earth @ Stem Transitions. Footing Weight . Key Weight ! Vert. Component . Moment Total: lbs ft ft-# 1,833.3 4.04 7,409.7 119.4 4.39 523.8 0.00 220.0 1.00 220.0 811.7 2.44 1,978.2 143.7 2.83 407.2 1,143.8 2.54 2,907.0 212.5 2.50 531.3 1,665.6 5.08 8,466.8 6,150.0 lbs R.M.= 22.444.2 8.in Mas w/ #7 @ 16.in o/c Solid Grout, Spc Insp 1'-0' 16.in Mas w/ #9 @ 16.in o/c Solid Grout, Spc Insp Designer select •in all horiz. reinf. Heel Appendix A 2'-9" 2'-9" I'-O" 3'-2" 2'-9" 4'-2" 6'-ir 3'-2" • E.\ir(tett & Wong Engineers Carisbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Chad Ranch Resort Job# : 9021B Dsgnr: Description.... mbb Page:. Date: AUG 8,2005 This Wall in File: S:\PROJECT\JPM DesignManagement\Cai Retain Pro 6.0, 23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Criteria 1 Retained Height = 11.00ft Wall height above soil = 0.00 ft Slope Behind Wal = 2.00:1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary | Total Bearing Load = 11.355 lbs ...resultant ecc. = 13.01 in Soil Pressure ® Toe = 3,186 psf OK Soil Pressure @ Heel = 98 psf OK Allowable = 5,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3.088 psf ACI Factored @ Heel = 95 psf Footing Shear @ Toe = 21.4 psi OK Footing Shear @ Heel = 37.2 psi OK Allowable = 93.1 psi Wall Stability Ratios Overtuming = 1.90 OK Sliding = 1.79 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = less 100% Passive Forcs= less 100% Friction Force= Added Force Req'd = ....for 1.5 :1 Stability = 6.100.2 lbs 6,368.8 lbs 4,542.1 lbs 0.0 lbs OK 0.0 lbs OK I Footing Design Results Toe Factored Pressure = Mu': Upward = Mu': Downward = Mu: Design = Actual 1-Way Shear = Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Waler height over heel FootingllSoil Frictior Soil height lo ignore for passive pressure 60.0 psf/ft 30.0 psf/ft 344.0 psf/ft 0.0 ft = 0.400 12.00 in Stem Construction | Top stem Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width = Key Depth = Key Distance from Toe = fc = 3,000 psi Fy Footing Concrete Density = Min. As % = Cover® Top = 2.00 in ( 2nd 2.75 ft 4.17 6.92 24.00 in 12.00 in 38.00 in 2.75 ft 60,000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in 3,088 12,562 2,728 9,834 21.45 93.11 #7® 18.00 in # 6 ® 14.00 in None Spec'd Heel 95 psf Oft-# Oft-# 22,619 ft-# 37.17 psi 93.11 psi Design height Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force ® Section lbs = Moment....Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Lap Splice if Above in = Lap Splice if Below in = Wall Weighl psf= Rebar Depth 'd' in = Masonry Data —— fm Fs Solid Grouting Stem OK ft= 5.83 = Masonry 8.00 # 7 = 16.00 = Edge Stem OK 0.00 Masonry 16.00 # 9 16.00 Edge 0.530 801.9 1,381.9 2,609.5 14.9 38.7 42.00 42.00 78.0 5.25 0.939 3,615.0 13,305.0 14,164.8 26.5 38.7 54.00 17.25 164.0 13.00 psi = psi: Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type • Concrete Data fc Fy 1,500 1,500 24,000 24,000 Yes Yes Yes Yes 25.78 25.78 1.000 1.000 in= 7.60 15.60 Medium Weight psi = psi = other Acxeptabte Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4® 5.25 in, #5® 8.25 in, #6® 11.50 in, #7® 15.75 in, #8® 20.50 in, #9® 26. Key: #4® 12.50 in, #5® 19.25 in, #6® 27.25 in, #7® 37.25 in. Burfiett & Wong Engineers Cartsbad Ranch Resort use the "Settings" screen and enter your title block information. Title ' Chad Ranch Resort Job# : 9021B Dsgnr: Description.... mbb Page:. Date: AUG 8,2005 This Wall in File: S:\PROJECTVIPM DesignManagementVCai Retain Pro 6.0, 23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Summary of Overturning & Resisting Forces & IVIoments ..OVERTURNING.. Force Distance Moment Force ..RESISTING Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 6,235.2 4.81 29,963.6 Soil Over Heel = 3,428.3 5.50 18,855.8 Toe Active Pressure = -135.0 1.00 -135.0 Sloped Soil Over Heel = 220.8 5.97 1.318.5 Surcharge Over Toe = Surcharge Over Heel = Adjacent Fooling Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe _ Surcharge Over Toe _ 302.5 1.38 415.9 Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weighl _ Key Weight ~ Vert. Component _ 1,359.4 379.1 2,075.0 475.0 3,115.2 3.32 3.75 3.46 3.25 6.92 4,510.1 1,421.8 7.176.0 1,543.8 21,546.6 Total = 6,100.2 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure O.T.M. = 29,828.6 1.90 = 11,355.3 lbs Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weighl _ Key Weight ~ Vert. Component _ 1,359.4 379.1 2,075.0 475.0 3,115.2 3.32 3.75 3.46 3.25 6.92 4,510.1 1,421.8 7.176.0 1,543.8 21,546.6 Vertical component of active pressure usea ror son pressure Total = 11,355.3 lbs R.M.= 56.788.5 BURKETT & WONG structural & Civil Engineers & Surveyors 3434 Fourth Avenue • San Diego, CA 92103-4911 Tei: (619) 299-5550 • Fax: (619) 299-9934 DATE- DEC 2005 ENGINEER- MBB. JOB No. 902IB STRUCTURAL CALCULATIONS FOR CARLSBAD RANCH RESORT Retaining walls Carlsbad, CA JPMDESIGNMANAGEMENT AvENicA ENCINAS CARLSBAD, CA ENGR ^ ^ PROJECT CJ^^f^ burkett ^ &ujong Hr structurd C civil engirwers SHEET JOB NO. +VT i i i 1(1 i Hi (( I 040575-003 All waterproofing measures and any additional vapor control measures necessitated by planned architectural finishes or serviceability requirements should be designed by the project architect. 5.5.2 Settlement The recommended allowable bearing capacities are based on a maximum total settlements of less than 1 inch and differential settlements less tan 1/2-inch. 5.5.3 Earth and Hydrostatic Wall Pressures For design purposes, the following lateral earth pressure values for level or sloping backfill are recommended for walls backfilled with onsite soils of low to medium expansion potential (expansion potential less than 20 per ASTM Test Method D4829). Table 7 Equivalent Fluid Weight (pcf) Conditions Level 2:1 Slope Active 33 60 At-Rest 55 80 Passive 350 (maximum of 3 ksf) 150 (sloping down) Unrestrained (yielding) cantilever walls up to 15 feet in height should be deisigned for an active equivalent pressure value provided in Table 7. For the design of walls restrained from movement at the top (nonyielding) such as basement walls, the at-rest pressures should be used. If conditions other than those covered herein are anticipated, the equivalent fluid pressure values should be provided on an individual case basis by the geotechnical engineer. A surcharge load for a restrained or unrestrained wall resulting from automobile traffic may be assumed to be equivalent to a uniform lateral pressure of 75 psf which is in addition to the equivalent fluid pressure given above. For other uniform surcharge loads, a uniform lateral pressure equal to 0.35q should be applied to the wall (where q is the surcharge pressure in psf). The wall pressures assume walls are backfilled with free draining materials and water is not allowed to accumulate behind walls. A typical wall drainage design is provided in Appendix E. Wall backfill should be brought to at least 2 percent above the optimum moisture content and compacted by mechanical methods to at least 90 percent relative compaction -26-Leighton f I i I I I I I I I I 040575-003 (based on ASTM D1557). Where distress-sensitive improvements extend over retaining wall backfill, we recommend wall backfill be compacted to at least 95 percent relative compaction. Wall footings should be designed in accordance with the foundation design recommendations and reinforced in accordance with structural considerations. For all retaining walls, we recommend the setback distance from the outside base of the footing to daylight as previously discussed for foundations. Lateral soil resistance developed against lateral structural movement can be obtained from the passive pressure value provided above. Further, for sliding resistance, the friction coefficient of 0.33 may be used at the concrete and soil interface. These values may be increased by one-third when considering loads of short duration including wind or seismic loads. The total resistance may be taken as the sum of the fi-ictional and passive resistance provided that the passive portion does not exceed two-thirds of the total resistance. Should soil nail walls be considered, the following design parameters may be considered in design. Table 8 Soil Nail Wall Design Parameters Soil Property Design Value Internal Friction Angle, (j) (degrees) 32 Cohesion, c (psf) 50 Total Unit Weight, y (pcf) 130 Ultimate Bond Stress (psi) 5 to 10 It should be noted that the bond stress developed by the soil nails will be highly dependent on the methods of construction along the expertise of the contractor. The selected design bond stress should be verified by field testing. An appropriate testing and inspection program should be provided as part of the project plans. Appropriate surcharge pressure should be appUed for walls influenced by surcharge loading. The wall design engineer should also design wall rigidity based on deflection tolerable to the existing and proposed improvements. If tied-back or braced excavations are considered, additional recommendations can be provided. -27-Leighton 8.in Mas w/ #5 @ 32.in o/c Solid Grout, .in @Toe #4@18.in @ Heel 3u_| i "2 3/4" 3"-0" 3'-3" 2" V 3" i r-O" Designer select all horiz. reinf. See Appendix A Burkett & Won§ Engineers Carlsbad Rancti Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page:. Dale: JUL 27,2005 This Wall in File: S:\PROJECT\JPM DesignManagementVCai Retain Pro 6.0, 23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design T Code: 1997 UBC Criteria Retained Height ~ 3.00 ft Wall height above soil = 0.25 fl Slope Behind Wal = 0.00 :1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary | Total Bearing Load = 724 lbs ...resultant ecc. = 4.11 in Soil Pressure @ Toe = 983 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 5,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,376 psf ACI Factored @ Heel = 0 psf Fooling Shear @ Toe = 3.8 psi OK Fooling Shear @ Heel = 2.6 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 2.14 OK Sliding = 4.01 OK Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method I ^Footing^^imen^^ Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictioi Soil height to ignore for passive pressure Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 204.0 lbs less 100% Passive Force= - 583.5 lbs less 100% Friction Force= - 235.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 :1 Stability = 0.0 lbs OK |Footin^Desigi^esult^^^^J Toe Heel Factored Pressure = Mu': Upward = 33.0 psf/fl 30.0 psf/fl 389.0 psf/fl 0.0 ft 0.325 12.00 in Toe Width = 0.50 ft Heel Width = 1.17 Total Footing Widtl- = 1.67 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 1.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 1,376 260 81 179 3.82 93.11 #4 @ 18.00 in #4 @ 18.00 in None Spec'd 0 psf 16fl-# 149 fl-# 133fl-# 2.56 psi 93.11 psi Stem Construction | Top stem v^^HB^^^^^HMMBdi Stem OK Design height ft = 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 32.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.174 Total Force @ Section lbs= 133.5 Moment...Actual fl-#= 143.5 Moment Allowable = 822.7 Shear Actual psi = 2.3 Shear Allowable psi= 19.4 Lap Splice if Above in= 25.00 Lap Splice if Below in = 6.39 Wall Weight = 78.0 Rebar Depth 'd' in= 5.25 Masoniy Data fm psi= 1,500 Fs psi = 20,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Burkeh & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page:. Date: JUL 27,2005 This Wall in File: S:\PROJECTUPM DesignManagennentVCai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Summaijno^verti^^ item OVERTURNING Force Distance IMoment lbs fl ft-# RESISTING Force Distance Moment lbs fl fl-# Heel Active Pressure = 264.0 1.33 352.0 Soil Over Heel = 165.0 1.42 233.8 Toe Active Pressure = -60.0 0.67 -40.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Fooling Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe _ Surcharge Over Toe _ 55.0 0.25 13.8 Stem Weighl(s) _ Earth @ Stem Transitions. 253.5 0.83 211.3 Total 204.0 O.T.M. = 312.0 Stem Weighl(s) _ Earth @ Stem Transitions. 253.5 0.83 211.3 Resisting/Overturning Ratio = 2.14 Vertical Loads used for Soil Pressure = 723.5 lbs Footing Weighl _ Key Weight ~ Vert. Component _ 250.0 0.83 1.50 208.3 Vertical component or active pressure NU I usea ror son pressure Total = 723.5 lbs R.M.S 667.1 8.in Mas w/ #5 @ 32.in o/c Solid Grout, Spc Insp 1'-0"^ #4@18.in #4@18.in @ Heel Designer selecl all horiz. reinf. See Appendix A Burkek & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page:. Dale: JUL 27,2005 Retain Pro 6.0, 23-Sep-2002, (c)1989-2002 This Wall in File: S:\PROJECTVIPM DesignManagementVCai Cantilevered Retaining Wall Design Code: 1997 UBC T Criteria Retained Height " 5.00 ft Wall height above soil = 0.25 ft Slope Behind Wal = 0.00:1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf V/Vind on Stem = 0.0 psf Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel = Fooling Shear @ Toe = Footing Shear @ Heel = Allowable = Wall stability Ratios Overturning = Sliding = Sliding Calcs (Vertical Component NOT Used) 2,076 psf 0 psf 9.7 psi OK 7.9 psi OK 93.1 psi 1.84 1.98 OK OK Lateral Sliding Force = less 100% Passive Forc6= less 100% Friction Force= Added Force Req'd = ....for 1.5:1 Stability = 534.0 lbs 583.5 lbs 475.4 lbs 0.0 lbs OK 0.0 lbs OK I Footing Design Results Toe Factored Pressure = 2,076 Mu': Upward = 737 Mu': Downward = 153 Mu: Design = 584 Actual 1-Way Shear = 9.69 Allow 1 -Way Shear = 93.11 Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method J I^Footing^imens^^ Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictioi Soil height to ignore for passive pressure 33.0 psf/ft 30.0 psf/ft 389.0 psf/ft 0.0 ft 0.325 12.00 in Toe Width Heel Width Total Footing Widtl- Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 3,000 psi Fy Footing Concrete Density = Min. As % = Cover® Top = 2.00 in ( 0.75 ft 1.75 2.50 12.00 in 12.00 in 0.00 in LOOfl 60,000 psi 150.00 pcf 0.0018 1 Btm.= 3.00 in 1,463 lbs 7.11 in 1,483 psf OK 0 psf OK 5,000 psf Heel 0 psf 66ft-# 766 ft-# 699ft-# 7.88 psi 93.11 psi Stem Construction | Top stem ^mmmmmmm^^^mmmmm^^ Stem OK Design height ft= 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 32.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.736 Total Force @ Section lbs = 397.5 Moment...Actual ft-#= 682.5 Moment Allowable = 927.5 Shear Actual psi = 6.9 Shear Allowable psi = 38.7 Lap Splice if Above in= 25.00 Lap Splice if Below in = 6.39 Wall Weighl = 78.0 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 1,500 Fs psi = 20,000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio 'n' = 25.78 Short Temi Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Burked & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page: Date: JUL 27,2005 This Wall in File: S:\PROJECT\JPM DesignManagementVCai Retain Pro 6.0, 23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC ^Summar^^rv^i^^ Item OVERTURNING Force Distance Moment lbs ft ft-# RESISTING Force Distance Moment lbs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Fooling Load = Added Lateral Load = Load @ Stem Above Soil = 594.0 -60.0 2.00 0.67 1,188.0 -40.0 Total = 534.0 O.T.M. = 1,148.0 Resisting/Overturning Ratio = 1.84 Vertical Loads used for Soil Pressure = 1,462.8 lbs Vertical component of active pressure NOT used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe . Surcharge Over Toe . Stem Weight(s) . Earth @ Stem Transitions. Footing Weighl . Key Weight '. Vert. Component . 595.8 82.5 409.5 375.0 1.96 0.00 0.38 1.08 1.25 1.50 1,166.8 30.9 443.6 468.8 Total' 1,462.8 lbs R.M.= 2,110.2 8.in Mas w/ #5 @ 32.in o/c Solid Grout, Spc Insp 12.in Mas w/ #5 @ 24.in o/c Solid Grout, 1'-0"^ Designer select #4@18.in all horiz. reinf. ©Heel See Appendix A Burkdtt & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page:, Date: JUL 27,2005 This Wall in File: S:VPROJECTVJPM DesignManagementVCai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Criteria Retained Height = 7.00 ft Wall height above soil = 0.25 ft Slope Behind Wal = 0.00:1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf ^esigr^ummar^ Total Bearing Load ...resultant ecc. 2,825 lbs 9.87 in ACI Factored @ Toe = ACI Factored @ Heel Fooling Shear @ Toe = Footing Shear @ Heel = Allowable = Wall Stability Ratios Overturning = Sliding = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,064.2 lbs less 100% Passive Forc^ - 775.6 lbs less 100% Friction Force= Added Force Req'd = ....for 1.5 :1 Stability = 2,731 psf 0 psf 12.0 psi OK 10.7 psi OK 93.1 psi 1.84 OK 1.59 OK 918.0 lbs 0.0 lbs OK 0.0 lbs OK LFootin^Desig^^su^ Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 2,731 1,814 339 1,475 12.04 93.11 #4 @ 18.00 in #4 @ 18.00 in None Spec'd Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictior Soil height to ignore for passive pressure 33.0 psf/ft 30.0 psf/ft = 349.0 psf/ft 0.0 ft = 0.325 = 12.00 in Toe V/\/idth Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.00 ft 2.50 3.50 16.00 in 12.00 in 0.00 in 1.00 ft Soil Pressure @ Toe = 2,030 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 5,000 psf Soil Pressure Less Than Allowable Heel 0 psf 180ft-# 2,079 ft-# 1,899 ft-# 10.72 psi 93.11 psi Stem Construction | Top stem stem OK Design height ft = 4.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 32.00 Rebar Placed at = Edge Design Data ft3/FB + fa/Fa = 0.160 Total Force @ Section lbs = 148.5 Moment...Actual ft-#= 148.5 Moment Allowable ft-#= 927.5 Shear Actual psi = 2.6 Shear Allowable psi = 38.7 Lap Splice if Above in= 25.00 Lap Splice if Below in = 25.00 Wall Weight psf= 78.0 Rebar Depth 'd' in= 5.25 Masonry Data f m psi = 1,500 Fs psi = 20,000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio 'n' = 25.78 Short Temri Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr f c = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in 2nd Stem OK 0.00 Masonry 12.00 # 5 24.00 Edge 0.858 793.5 1,881.5 2,192.4 7.9 19.4 30.00 9.59 124.0 9.00 1,500 24,000 Yes No 25.78 I. 000 II. 60 Burkett & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 90218 Dsgnr: mbb Description.... 2 foot wall slope bf Page:. Date: JUL 27,2005 This Wall in File: S:\PROJECT\JPM DesignManagementVCai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Summar^^vertui^^ ..OVERTURNING.. Force Distance Moment Force .RESISTING Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,145.8 2.78 3,182.9 Soil Over Heel = 1,155.0 2.75 3,176.3 Toe Active Pressure = -817 0.78 -63.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Added Lateral Load = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe _ Surcharge Over Toe _ 110.0 0.50 55.0 Stem Weight(s) _ Earth @ Stem Transitions. Footing Weighl _ Key Weighl ~ Vert. Component _ 749.5 110.0 700.0 1.44 1.83 1.75 1.50 1,082.0 201.7 1,225.0 Total = 1,064.2 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure O.T.M. = 3,119.4 1.84 2,824.5 lbs Stem Weight(s) _ Earth @ Stem Transitions. Footing Weighl _ Key Weighl ~ Vert. Component _ 749.5 110.0 700.0 1.44 1.83 1.75 1.50 1,082.0 201.7 1,225.0 Vertical component of active pressure NOT used tor soil pressure Total-2,824.5 lbs R.M.= 5,739.9 8.in Mas w/ #4 @ 24.in o/c Solid Grout, I'-O"^ #4@18.in #4@18.in @ Heel Designer selecl all horiz. reinf. See Appendix A Burkett & Won^ Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title ; Carlsbad Ranch Resort Job# : g021B Dsgnr: mbb Description.... 2 foot wall slope bf Page: Date: JUL 27,2005 This Wall in File: S:VPROJECTVJPM DesignManagementVCai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC T I Criteria Retained Height ~ 3.00 ft Wall height above soil = 0.25 ft Slope Behind Wal = 2.00:1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall stability Ratios Overturning Sliding Sliding Calcs (Vertical Component NOT Used) 2,242 psf 0 psf 5.0 psi OK 6.3 psi OK 93.1 psi 1.68 1.89 OK OK Lateral Sliding Force = less 100% Passive Forc^ less 100% Friction Force= Added Force Req'd = ....for 1.5 :1 Stability = 706.3 lbs 864.4 lbs 471.2 lbs 0.0 lbs OK 0.0 lbs OK Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method 0.50 ft 2.25 Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictior Soil height lo ignore for passive pressure 60.0 psf/ft 30.0 psf/ft 389.0 psf/ft 0.0 ft = 0.325 12.00 in Footing Dimensions & Strengths Toe Width Heel Width = Total Footing Widtf = 2.75 Footing Thickness = 16.00 in KeyV/\/idth = 12.00 in Key Depth = 0.00 In Key Distance from Toe = 1.00 ft fc = 3,000 psi Fy Footing Concrete Density = Min. As % = Cover @ Top = 2.00 in = 60,000 psi 150.00 pcf 0.0018 @ Btm.= 3.00 in 1,450 lbs 9.26 in 1,602 psf OK 0 psf OK 5,000 psf I Footing Design Results | Toe Heel Factored Pressure = 2,242 0 psf Mu': Upward = 437 0 ft-# Mu': Downward = 96 0 ft-# Mu: Design = 341 451 ft-# Actual 1-Way Shear = 5.00 6.26 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Stem Construction | Top stem mmmmmmmm^mmmmmmmmmmmm stem OK Design height ft= 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #4 Rebar Spacing = 24.00 Rebar Placed at = Center Design Data Ib/FB + fa/Fa = 0.589 Total Force @ Section lbs = 255.0 Moment...Actual ft-#= 265.0 Moment Allowable = 450.3 Shear Actual psi = 6.2 Shear Allowable psi= 19.4 Lap Splice if Above in= 20.00 Lap Splice if Below in = 6.00 Wall Weight = 78.0 Rebar Depth 'd' in= 3.75 Masonry Data f m psi = 1,500 Fs psi = 20,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes 8i Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr BurkM & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page: Date: JUL 27,2005 This Wall in File: S:\PROJECTVJPM DesignManagementVCai Retain Pro 6.0, 23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Summar^^vertui^^ Item OVERTURNING Force Distance Moment lbs ft ft-# RESISTING Force Distance Moment lbs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Fooling Load = Added Lateral Load = Load @ Stem Above Soil = 788.0 -81.7 1.71 0.78 1,346.1 -63.5 Total = 706.3 O.T.M. = 1,282.6 Resisting/Overturning Ratio = 1.68 Vertical Loads used for Soil Pressure = 1,449.9 lbs Vertical component of active pressure NOT used for soil pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe . Surcharge Over Toe . Stem Weight(s) . Earth @ Stem Transitions. Fooling Weighl . Key Weight ] Vert. Component . 522.5 68.9 55.0 253.5 550.0 1.96 2.22 0.00 0.25 0.83 1.38 1.50 1,023.2 153.2 13.8 211.3 756.3 Total = 1,449.9 lbs R.M.' 2,157.7 8.in Mas w/ #6 @ 24.in o/c Solid Grout, Spc Insp 1'-0' I .in Designer select all horiz. reinf. Heel Appendix A mm 1'-0" I'-O' 1'-6" ^ • 2'-0" 2'-6" ^ • 4'-0" I T 3" li 5'-0" 5'-3" 1'-4" 10' i 1 Burkett & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page: Date: JUL 27,2005 This Wall In File: S:VPROJECTVJPM DesignManagementVCai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Criteria 1 Retained Height = 5.00 ft Wall height above soil = 0.25 ft Slope Behind Wal = 2.00:1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Desigr^ummar^ Total Bearing Load ...resultant ecc. 2,600 lbs 13.21 in Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictior Soil height to ignore for passive pressure 60.0 psf/ft 30.0 psf/ft = 349.0 psf/ft 0.0 ft = 0.325 = 12.00 in Toe\/\/idth = 1.50 ft HeelVAfidth = 2.50 Total Footing Widtl" = 4.00 Footing Thickness = 16.00 in Key Width = 12.00 in Key Depth = 10.00 in Key Distance from Toe = 1.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Blm.= 3.00 in Soil Pressure @ Toe = 1,929 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 5,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,700 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 15.2 psi OK Footing Shear @ Heel = 11.8 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 1.62 OK Sliding = 1.62 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,495.2 lbs less 100% Passive Force= - 1,575.3 lbs less 100% Friction Force= - 845.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Heel I Footing Design Results Toe Factored Pressure = 2,700 0 psf Mu': Upward = 0 Oft-# Mu': Downward =00 ft-# Mu: Design = 2,117 2,117ft^ Actuall-Way Shear = 15.15 11.81 psi Allow 1 -Way Shear = 93.11 93.11 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = #4 @ 18.00 in Key Reinforcing = None Spec'd Stem Construction | Top stem mwm^mmmm^^mmm^^mmm stem OK Design height ft= 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #6 Rebar Spacing = 24.00 Rebar Placed at = Edge Design Data ib/FB + fa/Fa = 0.730 Total Force @ Section lbs = 735.0 Moment....Actual ft-#= 1,245.0 Moment Allowable = 1,704.4 Shear Actual psi= 13.1 Shear Allowable psi = 38.7 Lap Splice if Above in = 30.00 Lap Splice if Below in = 7.67 Wall Weight = 78.0 Rebar Depth 'd' in= 5.25 Masonry Data f m psi = 1,500 Fs psi = 20,000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio 'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Burkett & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page: Date: JUL 27,2005 This Wall in File: S:VPROJECTVJPM DesignManagementVCai Retain Pro 6.0, 23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Summarjj^^vertum^^ item OVERTURNING Force Distance Moment lbs ft ft-# RESISTING Force Distance Moment lbs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 1,576.9 -817 2.42 0.78 3,810.8 -63.5 Total = 1,495.2 O.T.M. = 3,747.3 Resisting/Overturning Ratio = 1.62 Vertical Loads used for Soil Pressure = 2,600.3 lbs Vertical component of active pressure NOT used for soil pressure Soil Over Heel •- Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load ' Axial Dead Load on Stem = Soil Over Toe , Surcharge Over Toe . Stem Weight(s) ! Earth @ Stem Transitions. Footing Weight . Key Weight ^ Vert. Component . 1,008.3 92.4 165.0 409.5 800.0 125.0 3.08 3.39 0.00 0.75 1.83 2.00 1.50 3,109.0 313.2 123.8 750.8 1,600.0 187.5 Totah 2,600.3 lbs R.M.: 6,084.3 8.in Mas w/ #5 @ 24.in o/c Solid Grout, 12. in Mas w/ #8 @ 16.in o/c Solid Grout, Designer select #6@14.it^ll horiz. reinf. @ Heepee Appendix A 2'-9" 2'-9" 1'-2" «• 2'-8" 3'-10" 6'-7" Burkdtt & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title - Chad Ranch Resort Job# : 9021B Dsgnr: Description.... mbb Page: Date: AUG 8,2005 This Wall in File: S:VPROJECTVJPM DesignManagementVCai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Criteria Retained Height ~ 7.00 ft Wall height above soil = 0.00 ft Slope Behind Wal = 2.00:1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Desigr^ummaiy^ Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,054 psf ACI Factored @ Heel = 80 psf Footing Shear @ Toe = 22.1 psi OK Footing Shear @ Heel = 16.8 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 2.27 OK Sliding = 1.59 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = less 100% Passive Force= less 100% Friction Force= Added Force Req'd = ....for 1.5 :1 Stability = 2,770.2 lbs 2,355.4 lbs 2,049.9 lbs 0.0 lbs OK 0.0 lbs OK Footing Design Results Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 2,054 0 0 5,823 22.15 93.11 # 7 @ 18.00 in # 6 @ 14.00 in None Spec'd Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictior Soil height to ignore for passive pressure 60.0 psf/ft 30.0 psf/ft 344.0 psf/ft 0.0 ft 0.400 12.00 in Stem Construction Top stem Toe Width HeelVA/idth Total Footing Widtf Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 3,000 psi Fy Footing Concrete Density = Min. As % = Cover ©Top = 2.00 in ( 2nd 2.75 ft 3.83 6.58 16.00 in 14.00 in 18.00 in 2.75 ft 60,000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in 5,125 lbs 12.18 in 1.499 psf OK 58 psf OK 1.500 psf Stem OK BarLap/Emb ft= 4.08 = Masonry 8.00 # 5 24.00 = Edge 0.00 Masonry 12.00 # 8 16.00 Edge Heel 80 psf 1,845 ft-# 7,039 ft-# 5,194 ft-# 16.83 psi 93.11 psi Design height Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force © Section lbs = Moment...Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Lap Splice if Above in = Lap Splice if Below in = Wall Weight psf= Rebar Depth 'd' in = Masonry Data f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: #4© 9.00 in, #5@ 14.00 in, #6© 19.75 in, #7© 26.75 in, #8© 35 Heel: #4© 8.25 in, #5© 13.00 in, #6© 18.25 in, #7@ 24.75 in, #8© 32. Key: Not req'd, Mu < S * Fr 0.272 255.8 249.0 916.4 4.5 19.4 30.00 30.00 78.0 5.25 0.968 1,455.0 3,425.0 3,540.0 15.5 19.4 48.00 15.34 124.0 9.00 1,500 24,000 Yes No 25.78 1.000 7.60 Medium Weight 1,500 24,000 Yes No 25.78 I. 000 II. 60 .25 in, #9© 44 .75 in, #9© 41 Burkett & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Chad Ranch Resort Job# : 9021B Dsgnr: Description.... Page: mbb Date: AUG 8,2005 This Wall in File: S:VPROJECTVJPM DesignManagementVCai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Summary of Overturning & Resisting Forces & IVIoments Item OVERTURNING Force Distance Moment lbs ft ft-# RESISTING Force Distance Moment lbs ft ft-# Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load © Stem Above Soil = 2,851.9 -81.7 3.25 0.78 9,268.6 -63.5 Total = 2,770.2 O.T.M. Resisting/Overturning Ratio = Vertical Loads used for Soil Pressure = 9,205.1 2.27 5,124.8 lbs Vertical component of active pressure NOT used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel ' Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe . Surcharge Over Toe . Stem Weight(s) ! Earth @ Stem Transitions. Footing Weighl . Key Weighl j Vert. Component . 2,181.7 220.8 302.5 733.7 107.1 1,3167 262.5 5.17 5.64 0.00 1.38 3.20 3.58 3.29 3.33 11,271.9 1,244.9 415.9 2,346.5 383.7 4,334.0 875.0 Total' 5,124.8 lbs R.M.= 20,871.9 8.in Cone w/ #7 © 12.in o/c 12.in Cone w/ #7 © 12.in o/c -3^ 2 1/2" 5'-3" 11'-0" r 2 1/2" 6'-0" 2" .in Designer select * in all horiz. reinf. @ Heel See Appendix A r-8" 3'-5" 1'-6" 3'-0" 3'-5" 4'-6" 7'-11" 3'-10" 11'-3" Burkett & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... Page: Dale: DEC 5,2005 This Wall In File: S:VPROJECTVJPM DesignManagementVCai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design T Code: 1997 UBC Criteria Retained Height = 11.00ft Wall height above soil = 0.25 ft Slope Behind Wal = 2.00:1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary 1 Total Bearing Load = 9,398 lbs ...resultant ecc. = 25.97 in Soil Pressure @ Toe = 3,491 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 5,000 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 4,793 psf ACI Factored @ Heel = 0 psf Fooling Shear © Toe = 34.9 psi OK Footing Shear © Heel = 34.3 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 1.56 OK Sliding = 1.67 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 6,128.5 lbs less 100% Passive Forc^ - 7,198.1 lbs less 100% Friction Force= - 3,054.3 lbs Added Force Req'd = 0.0 lbs ....for 1.5 :1 Stability = 0.0 lbs OK OK Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictioi Soil height to ignore for passive pressure 60.0 psf/ft 30.0 psf/ft 349.0 psf/ft 0.0 ft = 0.325 = 12.00 in I Footing Design Results j| Toe Heel Factored Pressure = 4,793 0 psf Mu': Upward = 22,055 134ft-# Mu': Downward = 2,942 13,620 ft-# Mu: Design = 19,114 13,486 ft-# Actual 1-Way Shear = 34.85 34.33 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = #7 ©18.00 in Heel Reinforcing = #6© 14.00 in Key Reinforcing = None Spec'd Stem Construction | Top stem m^^^^^^mmmmmmmm^^ Stem OK Design height ft = 6.00 Wall Material Above "Ht" = Concrete Thickness = 8.00 Rebar Size = #7 Rebar Spacing = 12.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.158 Total Force © Section lbs = 1,275.0 Moment...Actual ft-#= 2,125.0 Moment Allowable ft-#= 13,425.8 Shear Actual psi= 19.1 Shear Allowable psi= 93.1 Lap Splice if Above in= 62.30 Lap Splice if Below in = 62.30 Wall Weight psf= 100.0 Rebar Depth 'd' in= 5.56 Masonry Data f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium Weight Concrete Data f c psi = 3,000.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: #4© 6.75 in, #5© 10.50 in, #6© 15 Heel: #4© 6.50 in, #5© 10.00 in, #6© 14 Key: #4© 7.50 in, #5© 11.50 in, #6© 16 Toe VWidth = 3.42 ft HeelVAfidth = 4.50 Total Footing Widtf = 7.92 Footing Thickness = 20.00 in Key Width = 18.00 in Key Depth = 46.00 in Key Distance from Toe = 3.42 ft f c = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover © Top = 2.00 in © Btm.= 3.00 in 2nd Stem OK 0.00 Concrete 12.00 # 7 12.00 Edge 0.934 6,145.5 22,618.5 24,225.8 53.6 93.1 62.30 13.42 150.0 9.56 3,000.0 60,000.0 00 in, #7© 20.25 in, 00 in, #7© 19.25 in, 50 in, #7© 22.25 in, 26.75 in, #9© 33 25.25 in, #9© 31 Burk^ & Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... Page: Date: DEC 5,2005 This Wall in File: S:VPROJECT\JPM DesignManagementVCai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# RESISTING Force Distance Moment lbs ft ft-# Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load © Stem Above Soil = 6,235.2 -106.7 4.81 0.89 29,963.6 -94.8 Total = 6,128.5 O.T.M. Resisting/Overturning Ratio = Vertical Loads used for Soil Pressure • 29,868.8 1.56 9,397.7 lbs Vertical component of active pressure NOT used for soil pressure Soil Over Heel ' Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe . Surcharge Over Toe . Stem Weight(s) . Earth © Stem Transitions. Footing Weight . Key Weight [ Vert. Component . 4,235.0 336.9 375.8 1,425.0 183.3 1,979.2 862.5 6.17 6.75 0.00 1.71 3.86 4.25 3.96 4.17 26,115.8 2,273.9 642.0 5,493.8 779.2 7,834.2 3,593.8 Total: 9,397.7 lbs R.M.-46,732.7 8. in Cone w/ #7 © 16. in o/c #7@18.in ©Toe Designer select #6@14.in all horiz. reinf. @ Heel See Appendix A 3'-3" • 3'-3" I'-O" 3'-0" 3'-3" 4'-0" -4 7'-3" »- Burkett &'\/Vbng Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... Page: Date: DEC 5,2005 This Wall in File: S:VPROJECT\JPM DesignManagementVCai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design 1 Code: 1997 UBC Criteria Retained Height 8.00 ft Wall height above soil = 0.25 ft Slope Behind Wal = 2.00:1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary I Total Bearing Load = 6,234 lbs ...resultant ecc. = 14.32 in Soil Pressure © Toe = 1,709 psf OK Soil Pressure @ Heel = 11 psf OK Allowable = 5,000 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 2,392 psf ACI Factored @ Heel = 15 psf Footing Shear © Toe = 23.5 psi OK Footing Shear @ Heel = 22.2 psi OK Allowable = 93.1 psi Wall stability Ratios Overturning = 2.14 OK Sliding = 1.63 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive ForceF less 100% Friction Force= Added Force Req'd = ....for 1.5 :1 Stability = 3,548.3 lbs 3,762.7 lbs 2,026.0 lbs 0.0 lbs OK 0.0 lbs OK I Footing Design Results Toe Factored Pressure = Mu': Upward = Mu': Downward = Mu: Design = Actual 1-Way Shear = Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method r Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictior Soil height to ignore for passive pressure 60.0 psf/ft 30.0 psf/ft 349.0 psf/ft 0.0 ft Footing Dimensions & Strengths Toe Width Heel Width Total Footing Widtt Footing Thickness = 3.25 ft 4.00 J = 0.325 12.00 in KeyV/Vidth Key Depth = Key Distance from Toe = fc = 3,000 psi Fy = Footing Concrete Density = Min. As % = 7.25 16.00 in 12.00 in 29.00 in 3.25 ft 60,000 psi 150.00 pcf 0.0018 Cover @ Top = 2.00 in © Btm.= 3.00 in Stem Construction Top Stem 2,392 10,759 2,292 8,467 23.50 93.11 #7© 18.00 in #6© 14.00 in None Spec'd I Heel 15 psf 2,108 ft-# 9,351 ft-# 7,242 ft-# 22.20 psi 93.11 psi Design height Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force © Section lbs = Moment...Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi - Lap Splice if Above in == Lap Splice if Below in = Wall Weight Rebar Depth 'd' in = Masonry Data f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. Masonry Block Type • Concrete Data f c psi = Fy psi = • Bar Lap/Emb ft= 0.00 = Concrete 8.00 #7 16.00 Edge 0.839 3,238.5 8,695.5 10,368.0 48.5 93.1 62.30 13.42 100.0 5.56 Medium Weight 3,000.0 60,000.0 Other Acceptable Sizes & Spacings Toe: #4© 9.00 in, #5© 14.00 in, #6© 19.75 in, #7© 26.75 in, #8© 35.25 in, #9© 44 Heel: #4© 8.25 in, #5© 13.00 in, #6© 18.25 in, #7© 24.75 in, #8© 32.75 in, #9© 41 Key: #4© 12.50 in, #5© 19.25 in, #6© 27.25 in, #7© 37.25 in. Burkett &'Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... Page: Date: DEC 5,2005 This Wall in File: S:VPROJECTVJPM DesignManagementVCai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Summar^ofOvei^^ item OVERTURNING Force Distance Moment lbs ft ft-# RESISTING Force Distance Moment lbs ft ft-# Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load © Stem Above Soil •• 3,630.0 -81.7 3.67 0.78 13,310.0 -63.5 Total = 3,548.3 O.T.M. = 13,246.5 Resisting/Overturning Ratio = 2.14 Vertical Loads used for Soil Pressure = 6,233.9 lbs Vertical component of active pressure NOT used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem: Soil Over Toe . Surcharge Over Toe . Stem Weight(s) Earth @ Stem Transitions, Footing Weight . Key Weight '. Vert. Component . 2,933.3 305.6 357.5 825.0 1,450.0 362.5 5.58 6.14 0.00 1.63 3.58 3.63 3.75 16,377.8 1,875.8 580.9 2,956.3 5,256.3 1,359.4 Total = 6,233.9 lbs R.M.= 28,406.4 8.in Cone w/ #7 © 16.in o/c 1'-0"^ Designer select all horiz. reinf. ©Heel See Appendix A 3" 5'-0" 5'-3" r-O" r-O" Burkett &V/\ton§ Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... Page: Date: DEC 5,2005 This Wall in File: S:VPROJECTVJPM DesignManagementVCai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Criteria Retained Height - 5.00 ft Wall height above soil = 0.25 ft Slope Behind Wal = 2.00: 1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load ...resultant ecc. Soil Pressure © Toe Soil Pressure © Heel Allowable OK OK Soil Data Soil Pressure Less Than Allowable ACI Factored © Toe = 2,678 psf ACI Factored © Heel = 0 psf Footing Shear © Toe = 13.3 psi OK Footing Shear © Heel = 13.3 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 1.58 OK Sliding = 1.63 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,306.9 lbs less 100% Passive Force= - 1,396.0 lbs less 100% Friction Force= - 732.9 lbs Added Force Req'd = 0.0 lbs ....for 1.5 : 1 Stability = 0.0 lbs I Footing Design Results | Toe Factored Pressure = 2,678 Mu': Upward = 2,149 Mu': Downward = 365 Mu: Design = 1,784 Actual 1-Way Shear = 13.28 Allow 1-Way Shear = 93.11 Toe Reinforcing = #7© 18.00 in Heel Reinforcing = # 6 © 14.00 in Key Reinforcing = None Spec'd Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictioi Soil height to ignore for passive pressure 60.0 psf/ft 30.0 psf/ft = 349.0 psf/ft 0.0 ft = 0.325 = 12.00 in Toe Width Heel VA/idth Total Footing Widtt Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 3,000 psi Fy Footing Concrete Density = Min. As % Cover ©Top = 2.00 in 1.42 ft 2.17 3.58 12.00 in 12.00 in 12.00 in 1.42 ft = 60,000 psi 150.00 pcf 0.0018 @ Btm.= 3.00 in 2,255 lbs 12.07 in 1,913 psf OK 0 psf OK 5,000 psf Heel 0 psf 4ft-# 1,189 ft-* 1,185 ft-# 13.28 psi 93.11 psi Stem Construction | Top stem '^^^mammmma^^mi^m^^^^ Bar Lap/Emb Design height ft = 0.00 Wall Material Above "HI" = Concrete Thickness = 8.00 Rebar Size = #7 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.204 Total Force @ Section lbs = 1,249.5 Moment...Actual ft-#= 2,116.5 Moment Allowable = 10,368.0 Shear Actual psi= 18.7 Shear Allowable psi= 93.1 Lap Splice if Above in= 62.30 Lap Splice if Below in = 13.42 Wall Weight = 100.0 Rebar Depth 'd' in= 5.56 Masonry Data f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium Weight Concrete Data f c psi = 3,000.0 Fy psi = 60,000.0 Other Acceptable Sizes 8i Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Burkett a Wong Engineers Carlsbad Ranch Resort use the "Settings" screen and enter your title block information. Title : Carlsbad Ranch Resort Job# : 9021B Dsgnr: mbb Description.... Page:. Date: DEC 5,2005 This Wall in File: S:VPROJECTVJPM DesignManagementVCai Retain Pro 6.0,23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC Summary of Overturning & Resisting Forces & Moments item OVERTURNING Force Distance Moment lbs ft ft-# RESISTING Force Distance Moment lbs ft ft-# Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Fooling Load Added Lateral Load Load @ Stem Above Soil = 1,366.9 -60.0 2.25 0.67 3,075.5 -40.0 Total = 1,306.9 O.T.M. Resisting/Overtuming Ratio = Vertical Loads used for Soil Pressure = 3,035.5 1.58 2,255.2 lbs Vertical component of active pressure NOT used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem: Soil Over Toe . Surcharge Over Toe . Stem Weighl(s) . Earth © Stem Transitions. Footing Weight . Key Weighl '. Vert. Component . Total 825.0 61.9 155.8 525.0 537.5 150.0 2.83 3.08 0.00 0.71 1.75 1.79 1.92 2,337.5 190.8 110.4 918.8 963.0 287.5 2,255.2 lbs R.M.^ 4,807.9 May 14 2008 10:10 P. 02 ENGINEERS S^Ifl^'^'l'?''"®!""^^.^'^'' ^"8''"««^ng . Surveying . LandPlannfng 3434 Fourth Ave. San Diego. CA 92103 Ptione (619) 299^550 • Fax (619) 299-9934 vwww.burkett-wong.com • lnfb@buri(ett-wong.com Enan MarkB. Batten May 2008 Job No: 9021B STRUCTURAL CALCULATrONS FOR Pool Equipment Enclosure Carisbad, CA JPM Design Management 51 IS Avenida Encinas Carlsbad, CA aVKKt I I ^ UlUNb tNb hax:biy29g99 May 14 2008 10:10 P. 03 To s^MoHy your own apeetaHMoMeekhwe. UM Ow "SoWnsa" MTMn and ofilw your tMo block infbmiMion. Tids : CHR Job« : 899f DMcrl(ition.... Dsgnr: mbb OMe: fMrinPioV(inton6.0 Biffid Pate; 1»aBfr«NH. This WilUn PItei fttonriicfttam dwriai nwe-aooi Cantilavared Ratafnfng Wall Dasfgn J P»9e: NOV 1.2007 sum CfiUiria RMainM Height ^ 6.00 ft WollholgMiAoveMll - 0.00 fl SlopflBeNndW»l « 1.50:1 HotghtofSolloverToe - 12.CK>ln SotlDwuHy = 1t0.00pcf WMonStsm • O.Opsf T«MBe«ii«Lo«t ...reuiRaMaee. 3,438 Ite 3.23 In ACIPactoredaToe AOFMtondeHml Footing Aware Too Foottig8lw«eHa«l 1,326 psf 816 psf 13.8 psi OK 2S.0psi OK 93.1 p«l WaMStaMH^Ratlao OMBitumino • 2.94 OK sMni = i.ao OK StkBnaCitet SlabRasMsAIISikNrtg! lateral Slidlne Foice - 1,302.3 lbs Faetond Pressure Mtf'-.UpMarcl Mu':Oo<MWwd Mu; DMi0f) Ac^ 1-Way Shear AHgwvway Shear ToeftehfisKinfl Heelftoinforalng Key Rainforelne Soil Data Allow SoH Bearing > 5.000.0 psf Equivfitent Fluid Prsssum Method Heel Active Pressure Tee Active Prsssure Passive Pressure Water height ev«r heel Foo«ng||8oil Frictioi Soa he^ to ignore for passive pressure s 45.Qpsm 35.0 psm 300.0 psW 0.0 ft 0.300 0.00 in k I Stem Cotwtructlon | TopHsm • '•^mmimmmmmmmmmmmmmmmmt stomO* Toe Width Heel\AMlh Total Fooling Widtf « Foo^ Thickness • Key Width • Keydepth Key Distance from Tea > re s 3,000pei py FootbigConensteDwHUy s Min.AsK . 9 Cover 9 Top • 2.0l|in and 12511 2.42 3.67 10.00 in 12.00 in 17.00 bi 1.2Sft 80,000901' fSOJWpcf 0.0018 QBlm.- 8.<»in Son Pressure a Toe « 1.350 psf OK Soil PioMured Heel - $25p«fOK Aflowable - 5,000 paf Soli Pressure IMS Then AHowable H—i m 1,326 516 p«f M 1,367 084 9 370 Oft-« S 997 2,744 (»f ac 13.78 24.89 pei = 83.11 83.11 psI a #8 a 16.00 in 83.11 psI #8016.00 in • NoneSpeckl sum OK BorupAEmb ^75 0.00 MMomy Masonry 8.(» UOO #4 * 8 18.00 16.00 Edge Edge DeelgnhelgM Wal Materiat iU>ove"Hr ThMcnacs RebarStan Rebar Spacino Rebar Plaoed at Design Data tlfFB*nUFt m a.m 0.361 Toiri Forced Section lbs» 237.7 792.8 Menwnt...Actual lt-#« 267.5 1.614.2 Moment.... JKHowabto ft«> 1,431.8 4,480.7 8hear....Jtetual psis 4.1 8.1 8hear.,..AIiewabiB pti= 38.7 38.7 Lap Splice if Abo«« in> 24.00 30.00 LapSpHoeifBafQw in» 24.00 7.67 Wafl Weight psf« 78.0 124.0 Rebar Oeptti'd* »i« 5.25 9.0Q MaswttylMa — fm psi= Fs pslB Sow GroiA'ng ln> 1.500 24,000 Yee Yes 21.48 1.000 7.60 1.500 20,000 Ves Yea 21.48 I. 000 II. 60 Spectei inspection Modular Ratio W Short Teim Factor Equiv. 8olidThiel(. ^^hw^^^eck Type « Medhim WeigM fc psis Fy 09)- CMbtr AcMpiibteaiM a Spadnm Toe: NotraqUMu<S*Fr Heel: 15.00 in, #80 23.00 in, #60 32.78 in, «70 44.50 in. #80 48.28 m. #80 * Key: Slab Resists Sliding - No Foiee on Key BUKKt I I & liHJNb LNti Fax:51929999 May 14 2008 10:10 P. 04 Tospooliyyourown special IMe Mock hem, usethe"8ettin8e''s«rBen and enter your tHIe Mock InfemwHon. We : CRR ^b* : 9999 Descnptlon.... Osflnr: mbb Page: Date: NOV 1,2007 Heel Acdve Pressure Toe Active Pressure SurphaiBs Over Toe AdiMent Footing Load a Added Leterali^ « e Stem Above SoH- Total - 1.30Z3 0,T.I8. »" ReeMinofOveitMtihis Ratio = 2.54 Veitkal Loads used Ibr Sol Pressures 3,437.5 Ibe Verttoei oompenent of ecUve pressure used for «oH piessuio 3,492.9 SoH Over Heel Sloped Soil Over Heel » Suroha^ Over Heel Adjacent Footing Load « Axiai Dead Load on Stem <s Soil Over Toe Surcharge Over Toe , Stem WtolghKs) Earth o Stem TransMdw- Fooling Wdighl _ Key Weight Ven. Cemponem ~ 137.5 694.5 119.2 458.3 212.8 908.9 Total! 3.437.9 0.00 0.83 1.68 . 2.06 1.83 1.78 3.87 Ibe UM.- 86;9 998.1 .wad 371.9 3.328.4 8,471.0 DUKNti I e. ujuiNb tiNb i-ax:biy2yyyy May 14 2008 10:10 P. 05 DATE #fiURf(ETTCA«ONQ ENGINEERS • i SOf 4*^* . BURKETT & WONG ENG Fax:61929999 May 14 2008 10:10 P.06 #eURKETT&WONG ENGINEERS SHEET. PROJECT ^JigjfL^ JOB NO- Pt*. fA' ^^^^ S^r •1 • V •.. tJUKWiii «. UlUNb tNb i-ax:biy2yyyy May 14 2008 10:10 P. 07 DATE. ENGR- 9fiURKETT&W0NG ENGINEERS 5HEET_ PROJECT ^a^ftm. JOB NO. L -T- V^lH Tu/tui' 64oo^ ouTiNci I o uluiNo tiiNb i-ax:biykwyy May 14 2008 10:10 P. 08 DATE ENGIt. 1—Vf2. # BURKETT&VtONG ENGINEERS SHEET. ^/rt.- -^TSv BURKETT S UONG ENG Fax:61929999 May 14 2008 9:54 P.U2 DATE ^ff^ ENGR- PROJECT ^ ENGINEERS SHEET. JOB NO. LjiirM-^--^--J -pipe** - p^ BURKETT & WONG ENG Fax:61929999 May 14 2008 9:54 P.U6 DATE. ENGR_ PROJECT QjS^^L- #eiJRKETT&WONG ENGINEERS SHEET. JOB NO BURKETT 8. WONG ENG Fax:61929999 May 14 2008 9:55 P.04 DATE. ENGR- PROJECT ce*<,. # BURKETT&V^ONO ENGINEERS SHEET. JOB NO. ••'4* 2LA\/-«ie 'ALT c/Hu towLu - MAX \ sPAcixJ^ &u<xi^<a;ts. BURKETT 8 WONG ENG Fax:61929999 May 14 2008 9:55 P. 05 DATE #fiURKErrG\^ONG ENGINEERS SHEET. JOB NO rot, !»ne4«u;i BURKETT & WONG ENG Fax:61929999 May 14 2008 9:55 P. 06 DATE ENGR PROJECT ^ ENGINEERS S"*"^- JOB NO. 4)C(8B 6» o From: "Bruce Zelenka" <BZelenka@grandpacificresorts.com> To: "cwaus@ci.carisbad.ca.us" <'cwaus@ci.carlsbad.ca.us'> Date: 01/02/2008 1:26 PM Subject: FW: Carlsbad Ranch Retaining Wall —Original Message— Fronn: Bruce Zelenka Sent: Wednesday, January 02, 2008 1:25 PM To: 'cwaus.@ci.carisbad.ca.us' Subject: FW: Carlsbad Ranch Retaining Wall Tim, Re: Retaining Wall 29+15 - Carlsbad Ranch - Planning Area 5 The structural engineers approval to proceed with the retaining wall with conduit within the footings is shown below from Mark Batten, Principal at Burkett & Wong. Bruce J. Zelenka Director, Construction & Facilities Grand Pacific Resorts, Inc. 5900 Pasteur Court, Suite 200 Carlsbad, California 92008 Fax: (760)431-4580 Cell: (760)550-8007 Original Message— From: Batten, Mark [mailto:MBatten@burkett-wong.com] Sent: Wednesday, January 02, 2008 1:17 PM To: Bruce Zelenka Subject: FW: R-wall 29+15 —Original Message— From: Batten, Mark Sent: Wednesday, January 02, 2008 12:58 PM To: 'rsciotto@hazardconstruction.com' Subject: RE: R-wall 29+15 Robert, Per your email and our phone conversation, the following is our response to the questions below: 1) The encasement of the conduit noted within the footing is acceptable, given the thickness of and reinforcing within the footing as shown on our previous design sketches. 2) The notched footing is acceptable as shown on section D of our design sketches. Mark B. Batten, S.E. Principal Burkett & Wong Engineers 3434 4th Ave San Diego, CA 92103 P 619.299.5550 F 619.299.9934 mbatten@burkett-wong.com —Original Message— From: Robert Sciotto [mailto:rsciotto@hazardconstruction.com] Sent: Wednesday, January 02, 2008 9:05 AM To: Mark Batten Subject: R-wall 29+15 Mark, take a look at the attached drawing. While I was on vacation a number of issues had surfaced with this wall. The City inspector is asking for a couple of clarifications. 1) At the front of the footing we have 4-#5 electrical conduits that will be embedded within the concrete. These conduits run parallel to the front of the footing. Also, we have 2-4" conduits in the mid section of footing. The City inspector needs your concurrence the placement of these conduits will not compromise your design. 2) At the notch the rebars are squeezed together. The cage of rebar are close together, is this going to be acceptable to you? Robert P. Sciotto (Bob) Hazard Construction Company 6465 Marindustry Place San Diego, CA 92192-9000 Ph. 858 587 3600 Cel.858 864 3647 Fx. 858 435 6034 www. hazardconstruction .com rsciotto@hazardconstruction.com 4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Marchie, 2006 Project No. 040575-005 To: Grand Pacific Resorts 5900 Pasteur Court, Suite 200 Carlsbad, Califomia 92008 Attention: Mr. Tim Stripe Subject Geotechnical Review of Retaining Wall Plans, Proposed 53-Acre Resort Development, Carlsbad Ranch Resort, Carisbad, Califomia References: Burkett & Wong, 2006, Site Wall Location Plan, Carlsbad Ranch Resort, Carlsbad, California, Sheets SW 1 and SW 2, dated Fetoruaiy 15,2006 Leighton and Associates, 2005, Geotechnical Investigation, Proposed 53-Acre Resort Developmwit - Phase 1, Carlsbad Randi, Planning Area No. 5, Carlsbad, Califomia, Project No. 040575-003, dated April 11,2005. In accordance with your request, we have performed a geotechnical review of the structural retaining wall plans for the proposed 53-Acre resort developmait of the Carlsbad Ranch Resort in Carlsbad, Califomia. Based on our review, ihe plans were found to be in grao-al agreement with the recommendations provided in the geotedmical investigation leport (Leighton, 2005) with the following comment: • Wall drainage per soil report detail should be identified on retaining wall, landscape, or civil drawings. Limitations The conclusions and recommendations in this review are based in part upon data that were obtained fiom a limited mmibra- of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. ITie nature of many sites is such that differing geotechnical or geological subsurface conditions can and do occur. Thra-efore, the findings, conclusions and recotnmendations presented in this review and previous report can be relied 3934 Murphy Canyon Road. Suite B20S a San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.leigtttongeo.oom 040575-005 upon only if Leighton has the opportunity to observe the subsurface condiHons during grading and constmction of this project. Only with these observations are we able to confinn that our prelmimary findings are representative for the site. If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. Sehu^^oJ Dire(toF7jfiEngineering Distribution: (1) Addressee (1) Buricett & Wong, Attention: Mr. Marie Batten (1) JPM Design Management, Attention: Mr. John Mattox Leighton GEOTECHNICAL INVESTIGATION, PROPOSED 53-ACRE RESORT DEVELOPMENT - PHASE 1, CARLSBAD RANCH, PLANNING AREA NO. 5, CARLSBAD, CALIFORNIA Prepared for: Grand Pacific Resorts 5900 Pasteur Court, Suite 200 Carlsbad, California 92008 Project No. 040575-003 April 11, 2005 0 Leighton and Associates, Inc. GA OS-A LEIGHTON GROUP COMPANY RETAINING WALL 'A! TW ELEVATIONS SHOWN HE! ARE FOR THE RETAINING PORTIOl OF THE WALL ONLY SCALE: r=10' RETAINING WALL 'A' RETAINING WALL 'A* TW 191.3 STORM DRAIN LINE A-7 12" HOPE TF 177.3 SECTION A-A NOTTDXME 12" HWE STORIyl , DRAIN PIPE. LINE A TW=191.30 ' ' ' I ' ' I I I I r —1> I XI ' I \Ty- TF=179.30 TF=179.97 RETAINING WALL 'A' PROPOSED RETAINING WALL FOOTING 12 MIN. 12" HOPE 178.21 IE DETAIL 'A' LOWERED FOOTING AT P/PE NOT 70 SCALE OT ai .Q<. IA s O X OT X S z tt: H 5 o tr o ° p ) ^ 6Q \ 11-21-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR06201 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: 1201 CANNON RDCBAD PGR 0000000000 Lot #: 0 $0.00 ^ Construction Type: NEW CARLSBAD RANCH RESORT- RET WALL REVISIONS STRUCT DETAILS Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 11/07/2006 LSM 11/21/2006 11/21/2006 Applicant: JOHN IVIATTOX STEC 5115 AVENIDA ENCINAS 92008 Owner: Plan Check Revision Fee Additional Fees $240.00 $0.00 Total Fees: $240.00 Total Payments To Date: $240.00 Balance Due: $0.00 Inspector: FINAL APPROVAL 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 viias 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 vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION 0^ c9^^ CITY OF GARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK m.?tLO(oB£l EST. VAL. Plan Ck. Deposit Validated Bv ^T^QO-^ Date ' M ^ j '^'^^ il.- PROJECTiNFORMATION . , > J ' 1~> -T"* Aadress (include BIdg/Suite It) Business Name (at this address) Legal Description Lot No. Subdivision Name/Number Unit No. Ptiase No. Total It of units Assessor's Parcel # Existing Use Proposed Use of VVork " SQ. FT. #of Stories # of Bedrooms It of Bathrooms ' ------ City ' State/Zip ' Teh ame Address City ,3. APPClfaANT'" • "O Con^'raotor • Agent for Contractors Q Owner • Agent for Owner Telephone 9 Fax It Address City State/Zip Telephone # PROPERTY OWNER Name Address City State/Zip Telephone # 6. CONTRACTORCOMPANY 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 l$5001). Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name State License * Address City State/Zip Telephone 6. WORKERS' COMPENSATION V^orkers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q 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. Q I 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 carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) Q 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 ia 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 as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE 7. OWNER-BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q 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). I~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). • 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. Q YES QNO 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 fOn NON-BESIDENVAL BUILDING 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? • YES • NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? • YES • 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 ... . . , I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(1) Civil Code). LENDER'S NAME LENDER'S ADDRESS 9., APPWCANT5!fe|BT(lT«|imON . - .... I certify that I have read tho 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 S'O" 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 lor a period of 180 days (Section 106.4.4 Uniform Building Code). \Y APPLICANT'S SIGNATURE WHITE: File YELLOW: Applicant PINK: Finance DATE EsGil Corporation , •* In (Partnership with government for (Building Safety DATE: 11/17/06 • APPLICANT sa^URis. JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 05-2305 rev(PCR06-201) SET: I PROJECT ADDRESS: 1201 Cannon Road PROJECT NAME: Retaining Walls for Carlsbad Ranch Resort Revisions XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I 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. I I 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 • REMARKS: By: David Yao Enclosures: approved plan Esgil Corporation • GA • MB • EJ • PC 11/9 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858)560-1468 • Fax (858) 560-1576 City of Carlsbad 05-2305 rev(PCR06-201) 11/17/06 VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad rev(PCR06-201) PREPARED BY: David Yao BUILDING ADDRESS: 1201 Cannon Road PLAN CHECK NO.: 05-2305 DATE: 11/17/06 BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance ! • Plan Check Fee by Ordinance Type of Review; r~l Repetitive Fee Repeats • Connplete Review • Other [3 Hourly $240.00 • Structural Only Hours Esgil Plan Review Fee $192.00 Comments: Sheet 1 of 1 macvalue.doc # BURKETT&WDNG Engn Mark B. Batten ENGINE ERS r.. . . ^ • ^ •, ,- • r. , -.r,, Datc: Novemtjer 2006 Structural Engineering • Civil Engineenng • Surveying • LandPlanning 3434 Fourth Ave. San Diego. CA 92103 Phone (619) 299-5550 • Fax (619) 299-9934 Job No: 90218 www.burkett-wong.com • info(gburkett-wong.com STRUCTURAL CALCULATIONS FOR Carlsbad Ranch Resort Retaining Walls Carlsbad, CA 1'^ 'J, Exp 2-j(-<5l 0 JPMD Avenida Encinas Carlsbad, CA Of«» CR QS-4»g 8. in Mas w/ #5 @ 24.in o/c Solid Grout. Spc Insp r-O" @Heel Designer selecl all horiz r«in(. See Appendix A I r-3" , 8" all horiz reinf. 1^ - ^ 3" r f 1 y-0" 3'-3" r-O" 1 i'-ir To specify your own special title block here, use the "Settings" screen and enter your title block information. Title ; Carlsbad Ranch Resort Job# : 9021B Dsgnr mbb Description ... 2 foot wall slope bf Page. Date: JUL 27,2005 This Wall In File: M:UPM DESIGNMANAGEMENT\CARLSB<' RetainPro Version 6.0 Build Date ; 10-SEP-2001. (c> 1989-2001 Cantilevered Retaining Wall Design { Criteria J Retained Height - 3-00 ft Wall height above soil = 0.25 fl Slope Behind Wal = 2.00: 1 Heighl of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Total Bearing Load ...resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable ACI Factored @ Toe = 931 psf ACI Factored @ Heel = 60 psf Footing Shear @ Toe = 3.5 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 2.04 OK Sliding = 2.10 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force 420.0 lbs less 100% Passive Forcff: - 563.5 lbs less 100% Friction Forc8= - 298-5 lbs Added Force Req'd = 0.0 lbs OK ...for 1.5 : 1 Stability = 0.0 lbs OK [ Footing Design Results I Toe Heel Soil Data J Footing Dimensions & Strengths | Allow Soil Beanng = 5.000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water heighl over heel FootingllSoil Friclioi Soil heighl lo ignore foi passive pressure 60.0 psf/ft 30.0 psf/ft 389.0 psf/fl 0.0 ft = 0325 = 12.00 in Toe Width = 1 25 ft Heel W/idth " 0 67 Total Fooling Widtt - 1.92 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 1.25 ft Tc - 3,000 psi Fy = 50.000 psi Footing Concrete Density = 150 00 pcf Min As % = 0.0018 Cover @ Top = 2-00 in @ Btm.- 3.00 in Stem Construction 918 lbs 3-37 in 900 psf OK 58 psf OK 5.000 psf Factored Pressure Mu': Upward Mu': Ocjwnward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 931 719 365 354 3.47 93.11 #4 @ 18.00 in #4@ 18.00 in None Spec'd 60 psf 0 n-4t 0 fl-4 0ft-# 0.00 psi 0.00 psi Top Stem Stem OK Design height fl = 000 Wall Material Above "Ht" = Masonry Thickness = 800 Rebar Size = # 5 Rebar Spacing c 24 00 Rebar Placed at Edge Design Data - Edge Design Data - fb/FB + fa/Fa -0-217 Total Force @ Section ibs-255.0 Moment....Actual ft-)»» 265.0 Moment - .- Allowable -1.221-4 Shear... Actual psi-4.5 Shear... Allowable psi = 38.7 Lap Splice if Above in = 25.00 Lap Splice if Below in = 6.39 Wall Weighl = 78.0 Rebar Depth 'd' in = 5.25 Masonry Data fm psi = 1,500 Fs psi = 20,000 Solid Grouting = yes Special Inspection = Yes Modular Ratio 'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick-in = 7.60 Masonry Btock Type = Medium Weight Concrete Data _-fc psi = Fy psi = Oilier Acceptable Sizes & Spacings Toe Nol req'd, Mu < S * Fr Heel: Nol req'd, Mu < S " Fr Key: Not req'd. Mu < S • Fr To specify your own special title block here, use the "Settings" screen and enter your title block Information. Title ' Carlsbad Ranch Resort JobH : 9021B Dsgnr: mbb Description. .- 2 foot wall slope bf Page: Date: JUL 27.2005 This Wall In File: M:UPM DES1GNMANAGEMENT\CARLSB^ RetatnPro Version 6.0 Build Date : 10-SEP-2001. (c) 1989-2001 Cantilevered Retaining Wall Design ^^ummarj^^oTOvert^^ OVERTURNING. Force Distance IMoment RESISTING Force Distance Moment Item lbs fl fl-4 lbs n fUf Heel Active Pressure » 480.0 1.33 640 0 Soil Over Heel = 1.92 Toe Active Pressure = -60.0 0.67 -40.0 Sloped Soil Over iieel = 1 92 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load -Adjacent Footing Load = Added Lateral Load ' Axial Dead Load on Slem= 0.00 Load @ Stem Above Soil = Soil Over Toe _ 137.5 0.63 859 Surcharge Over Toe _ 859 Stem Weightfs) _ Earth @ Stem Transitions. 2535 1 58 401.4 Total 420.0 O.T.M. - 600.6 Stem Weightfs) _ Earth @ Stem Transitions. 2535 1 58 401.4 Resisting/Overtuming Ratio 2.04 Footing Weigtv . 2875 0 96 275 5 Vertical Loads used for Soil Pressure = 918-3 lbs Key Weighl _ 1 75 Vert. Component 2398 1.92 4596 Vertical component of active pressure used tor soil pressure Total = 918.3 lbs R.M.= 1,222.5 1'-0"^ JL #4@18.in 8.in Mas w/ #6 @ 24.in o/c Solid Grout, Spc Insp Designer selea #4@18.in „| @ Heel Appendix A r-O" 2-0" 2'-4' 8" 3'-0" To specify your own special title block here, use the "Settings" screen and enter your title block information. Tille : Carlsbad Ranch Resort Job)* : 9021B Dsgnr: mbb Description.... 2 foot wall slope bf Page Date: JUL 27,2005 This Wall in RIe: M:UPM DESIGNMANAGEMENT\CARLSB# RetainPro Version 6.0 Build Date : 10-SEP-2001, (c) 1989-2001 Cantilevered Retaining Wall Design |~ Footing Dimensions & Strengths Y I Criteria Retained Height ~ 5.00 ft Wall height above soil 0.25 fl Sk>pe Behind Wal - 2.00 :1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf |_Design^ummai^ Total Bearir^ Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Alkiwable Soil Pressure Less Than Alk>wabie ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Fooling Shear @ Heel Aikjwable Wall Stability Ratios Overtuming SIkiing Sliding Calcs (Veitical Component Used) Lateral Sliding Faros less 100% Passive Forcep less 100% Friction Force= Added Force Req'd = ....for 15 :1 Stability = Footing Design Results Toe Soil Data Altew SoM Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Fnctioi Soil height to ignore for passive pressure 60.0 psf/n 30.0 psf/fl 349.0 psf/ft 0-0 n = 0.325 = 12.00 in 2.017 lbs 7.93 in 1.602 psf OK 0 psf OK 5.000 psf 1.575 psf 0 psf 6.4 psi OK 0.0 psi OK 93-1 psi 1- 68 OK 2- 15 OK 1.121.7 lbs 1,764 4 lbs 655.6 lbs 0.0 lbs OK 0.0 lbs OK Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear ANow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing = 1.575 3.293 1.356 1,936 = 6.40 93.11 = «4@18.00in = #4@18.00in = None Spec'd Heel 0 psf Ofl-# 0 ft-« Oft-# 0.00 psi 0.00 psi Toe Width Heel Width = Total Foofing Widtr = Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 3,000 psi Fy = Fooling Concrete Density = Min. As % = Cover @ Top = 2.00 in ® 2 33 ft 0.67 '3.00 16.00 in 12.00 in 12-00 ii> 0-00 fl 60.000 psi 160-00 pcf 0 0018 B(m.= 3.00 in Stem Construction | Top stem ^^mmmmmmmmm^^^mm^ Stem OK Design height f) = 0.00 Wall Material Above "Hi" = Masonry Thickness = 8.00 Rebar Size = #6 Rebar Spacing = 24.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa =• 0.730 Total Force @ Section lbs = 735 0 Moment-- Actual «-#= 1.245.0 Moment AHowable = 1.704 4 Shear Actual psi= 13.1 Shear Altowable psi - 38 7 Lap Splice if Above in - 30 00 Lap Splice if Below in = 7-67 Wall vy/eighl = 78.0 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 1,600 Fs psi = 20,000 Solid Grouting = "/es Special Inspection = Yes Modular Ratio 'n' = 25 78 Short Term Factor - 1.000 Equiv. Solid Thick. in= 7 60 Masonry Block Type - Medium Weight Concrete Data — fc psi = Fy psi- Other AceepUble Sixes & Spacings Toe: Not req'd. Mo < S • Fr Heel: Nol req'd, Mu <: S ' Fr Key: Not req'd, Mu < S ' Fr To specify your own special titie block here, use tha "Settings" screen and enter your title block Information. Title - Carlsbad Ranch Resort Jobtf 9021B Dsgnr. mbb Description ... 2 foot wall slope t>f Page: Date: JUL 27,2005 This Wall in File: M:\JPM DESIGNMANAGEMENT\CARLSBA RetainPro Version 6.0 Build Date : 10-SEP-2001. <c) 1989-2001 Cantilevered Retaining Wall Design I^Summai^ofOvei^^ item Heel Active Pressure • Toe Active Pressure Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = OVERTURNING Force Distance Moment lbs fl ft-« RESISTING Force Distance Moment lbs ft ft-« 1.203.3 -81.7 2.11 0.7B 2.540 4 -63.5 Total = 1.121.7 0-T.M. = 2.476.9 Resisting/Overturning Ratio ~ 1.68 Vertical Loads used for Soil Pressure = 2,017.4 lbs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel ° Adjacent Footing Load - Axial Dead Load on Slem Soil Over Toe . Surcharge Over Toe . Slem Weighus) Earth @ Slem Transitions. Footing Weighl Key Weight Vert. Component , 3 00 300 0.00 256 7 1-17 299.4 409 5 2.67 1.092 0 600-0 1.50 9000 150-0 0.50 75.0 601.2 3.00 1,803.6 Total' 2,017-4 lbs R.M.: 4,170.0 1 #7@18.in 8.in Mas w/ #5 @ 16.in o/c Solkl Grout, Spc Insp 12.in Mas w/lt6@ 16.in o/c Solid Grout, Spc Insp 2'-11" Designer select; *6@"» 'ri all horiz reinf ! I Heel See Appendix A I 1'-0" 3'-2" 3'.2" r-O" 4'-2" J A'-r 1'-6" r-O" 7'-o" 1. To specify your own special title block here, use tha "Settings" screen and enter your title block information. Title ' Chad l^nch Resort Job# : 9021B Dsgnr: Description ... mbb Page:. Date- AUG 8,2005 This Wall In File: M:UPM DESIGNMANAGEMENTVCARLSBA RetainPro Version 8.0 Build Date : 10-SEP-2001. (c) 1989-2001 Cantilevered Retaining Wall Design Criteria J Retained Height Wall height above soil Slope Behind Wal Heighl of Soil over Toe Soil Density Wind on Slem ^esigi^umrnar^ 7.00 ft 0.00 ft 2.00: 1 12.00 in 110.00 pcf 0.0 psf Total Bearing Load .. resultant eoc. Soil Pressure @ Toe SoH Pressure @ Heel Alkiwable Soil Pressure Less Than Altowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear ® Hee' Alk>wable Wall Stability Ratios Overtuming Sliding 1.68 1.58 OK OK Sliding Calcs (Vertkal Component Used) Lateral Sliding Force = less 100% Passive Forc«F less 100% Friction Force= Added Force Req'd = ...for 15 : 1 Stability = Footin^esi^n Results Toe Heel Soil Data I Allow Soil Bearing = 5.000 0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Waler height over heel FootingllSoil Frictioi Soil height to ignore foe passive pressure ' 12 00 in 60 0 psf/ft 30.0 psf/ft 344.0 psf/ft 0.0 ft 0 400 [ Footing Dimensions & Strengths 1 00 4.17 18 00 in Toe Width Heel Width Total Footing Widtt Footing Thickness Key Width Key Deplh = Key Distance from Toe = fc - 3,000 psi Fy Footing Concrete Density = Min As % Cover @ Top = 2 00 in 12 00 in : 12 00 in 0 00ft = 60,000 psi : 150 00 pcf 0.0018 @ Bim - 3-00 in 3,359 lbs 10 32 in 1,831 psf OK 0 psf OK 5,000 psf 1,655 psf 0 psf 8.6 psi OK 0.0 psi OK 93.1 psi 2.073-8 lbs 1,935-0 lbs 1,343.8 lbs 0.0 lbs OK 0.0 lbs OK Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 1,655 6,664 2,737 3.926 8.59 93 11 «7 @ 18.00 in #6@ 14 00 in None Spec'd 0 psf 0ft-# 0 ft-# Oft-# 0.00 psi 0-00 psi Stem Construction Design height Wall Material Above Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ft3/FB + fa/Fa Total Force @ Section Moment - Actual Moment Alkiwable Shear.. .Actual Shear Alkiwable Lap Splk:e if Above Lap Splk» If Betow Wall vy/eighl Rebar Depth 'd' Masonry Data fm Fs Sobd Grouting Special InspedMn Modular Ratk> 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Concrete Data - . fc Fy Hr 1 Top Stem 2nd SleTn OK Stern OK ft-4.08 000 = Masonry Masonry = 8.00 12 00 = # 5 It 6 16-00 16.00 = Edge Edge o.tia 0.647 lbs = 255.8 1,455 0 ft-#» 249.0 3.425.0 ft-# = 2.115.9 5.294.8 psi = 4.6 ISO psi = 38.7 38.7 in = 30.00 36 00 in = 30.00 11.50 psf = 78.0 124.0 in = 5.25 9.00 psi = 1,500 1,500 psi = 24.000 24,000 s Yes Yes = Yes Yes = 25 78 2578 = 1.000 1.000 in = 7.60 11.60 Medium Weighl psi = psi = other Acceptable Sizes S Spacings Toe- Not req'd. Mu < S * Fr Heel Not req'd, Mu < S * Fr Key: Nol req'd, Mu < S ' Fr To specify your own special title block here, use the "Settings" screen and enter your title block Information. Title : Chad Ranch Resort J0b# ; 9021B Dsgnr; Descripinn... Page:. mbb Date: AUG 8,2005 This Wall in File: M:\JPM DESIGNMANAGEMENTtCARLSB^ RetainPro Version 6.0 Build Date : 10-SEP-2001. (c) 1989-2001 Cantilevered Retaining Wall Design Summary of Overturning & Resisting Forces Moments Item Heel /Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Fooling Load = Added Lateral Load = Load @ Slem Above Soil = OVERTURNING Force Distance Moment lbs ft fl-# RESISTING Force Distance 2.1675 -93.8 2.83 083 6,141.3 -78.1 6.053.1 = 1.68 3,359.5 lbs Vertical component of active pressure used for soil pressure Total = 2,073.8 O.T.M. Resisting/Overturning Ratio = Vertk:al Loads used for Soil Pressure' Soil Over Heel = Sloped Soit Over Heel - Surcharge Over Heel - Adjacent Fooling Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) ~ Earth @ Slem Transitions. Footing Weight „ Key Weight , Vert. Component _ Total = Moment lbs ft ft-# 4 17 4 17 0.00 348.3 1.58 551 5 733.7 3.61 2,6522 107 1 4-00 428.3 937.5 208 1.9531 150.0 0.50 75 0 1,082.9 4.17 4,512.1 3,359-5 lbs R.M.= 10,172,2 r-o'^" I #7@18.in 8.in Mas w/ #5 @ 16.in o/c Solid Grout, Spc Insp 12.in Mas w/l»7 @ 16.ln o/c Soikl Grout, Spc Insp Designer select' #6@14in all horiz. reinf <3t Heel Appendix A 1-0" 3'-10" 3'-10" 1'-0f 1'-4" ± T 8'-0" 4'-10" To specify your own special title block here, use the "Settings" screen and enter your title block Information. Tide Cbad Ranch Resort Job# 9021B Dsgnr: DescriptiOT).... mbb Page:. Date: AUG 8,2005 This Wall in File: MrUPM DESIGNMANAGEMENTICARLSBA RetainPro Version 6.0 Build Date : 10-SEP-2001, (c) 1989-2001 Cantilevered Retaining Wall Design Criteria Retained Height Wall height above soil Stope Behind Wat Height of Soil over Toe Soil Density Wind on Stem 8.00 ft 0.00 ft 2.00: 1 12.00 in 110.00 pcf 0.0 psf r Design Summary Total Bearing Load -..resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Ailowal>te Lateral Sliding Force K less 100% Passive Forcep less 100% Friction Force" Added Force Req'd = for 1.5 : 1 Stabilily = Footing Design Results 2.613.8 lbs 2,355.4 lbs 1.606.9 bs 0 0 lbs OK 0.0 lbs OK Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe Heel Soil Data i Alk>w Soil Beanng = 6,000.0 psf Equivalent FlukJ Pressure Method Heel Active Prsssure Toe Active Pressure Passive Pressure Waler height over heel FootingllSoil Fricltor Soil height to ignore for passive pressure 60.0 psf/fl = 30 0 psf/ft = 344.0 psf/ft 00 ft ^ 0.400 - 12 00 in Footin^^imenslon^iStr^ Toe Width " 3 83 ft Heel Width = 1.00 Total Fooling Widtt = 4 83 Footing Thickness = IS.OOin Stem Construction 4,017 lbs 11 93 in 1,882 psf OK 0 psf OK 5,000 psf J Soil Pressure Less Than Aikjwable ACI Factored @ Toe - 1,654 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 9.7 psi OK Fooling Shear @ Heel = o.O psi OK Allowable s 93.1 psi Wall SUblllty Ratios Overturning = 157 QH Sliding B 1.52 OK Sliding Calcs (Vertical Component Used) 1,654 9,390 3.910 5,480 9.74 93.11 #7® 18.00 in «6@ 14-00 in None Spec'd 0 psf 0 ft-# 0 ft-» 0fl-# 0-00 psi 0 00 psi Top Stem Stem OK 408 Masonry 8.00 Design height I Wall Material Above "Ht" Thk^ncss Rebar Size = #5 Rebar Spacing = 16-00 Rebar Placed at = Edge Design Data — Ib/FB + fa/Fa = 0-285 Total Force @ Section lbs= 461-0 Moment. Actual n-#= 602.4 Moment Allowable n-« « 2,115.9 Shear Actual psi- 8.2 Shear Aflowable psi = 38.7 Lap Splice if Above In = 30.00 Lap Splice il Below in = 30 00 Wall Weight psf- 78.0 Rebar Depth d' in= 5.25 Masonry Data fm psi = 1,500 Fs psi= 24,000 Solkl Grouting = Yes Special Inspection = Yes Modular Ratio n" = 25 78 Short Term Factor = 1.000 Equiv. Solid Thk*. in = 7.60 Masonry Block Type = Medium Weighl Concrete Data - fc psis Fy psi = Other Acceptable Sites A Spacings Toe. Not req'd, Mu < S " Fr Heel: Not req'd, Mu < S ' Fr Key: Not req'd, Mu < S * Fr Key Width Key Depth = Key Distance from Toe = fc = 3,000 psi Fy : Footing Concrete Density = Min. As% = Cover® Top = 2 00in ig 2nd Stem OK 0.00 Masonry 12-00 # 7 16.00 Edge 0.7B0 1,905.0 5,115.0 6,477.9 20 0 38.7 42.00 13.42 124 0 9.00 12 00 in 16.00 in 0.00 ft 60.000 pSi 150.00 pcf 0 0018 Btm.= 3 00 in 1,500 24.000 Yes Yes 2578 I. 000 II. 60 To specify your own special title block here, use the "Settings" screen and enter your title block Information. Title : Cbad Ranch Resort JobHI : 9021B Dsgnr Descriptkin.... mbb Page: Date: AUG 8,2005 This Wall In File: MiUPM PESIGNMANAGEMENT\CARLSBA RetainPro Version 6.0 Build Date : IO-SEP-2001, (c) 1989-2001 Cantilevered Retaining Wail Design ^ummar^^ivertur^^ J OVERTURNING Force Distance Moment lbs ft ft-# 2,707 5 -93 8 3 17 0.83 8,573.8 -78.1 Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Fooling Load Added Lateral Load Load @ Stem Above Soil: Total = 2.613.8 O.T.M. = 8,495.6 Resisting/Overtuming Ratio = 1.67 Vertical Loads used for Soil Pressure = 4.017 3 lbs Vertical component of active pressure used for soil pressure RESISTING Force Distance Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel - Adjacent Fooling Load " Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions _ Fooling Weighl _ Key Weight Vert. Component _ Total = Moment lbs ft ft-« 4.83 4.83 0.00 421.7 1 92 808 2 811.7 4.27 3.466.3 143.7 4.67 6708 1,087-5 2.42 2,628.1 200-0 0 50 100.0 1.352.7 4 83 6,538.0 4,017 3 lbs R.M.= 14,211-4 1'-0">" #6@18.in @Toe Designer select #6@18.ir^ll horiz. reinf @ Hee^ee Appendix A 8.in Mas w/#7 @ 16.in o/C Solid Grout. Spc Insp ll'-O" 11'-0' r-6" 8'-0" ff-r r-4" 9'-6" To specify your own special title block here, use ttw "Settings" screen and enter your title block information. Title : CRR120S Job# : ...New... Description.... Dsgnr: MSK Page- _ Date JUN 7,2006 Thia Wall In File: m:\ipm designmanagementVcrr sitewalls\r RetainPro Version 6.0 Build Date : 10-SEP-2001, (c) 1989-2001 Cantilevered Retaining Wall Design Criteria Retained Height Wall height above soil Skipe Behind wai Height of SoN over Toe Soil Density 11 00ft 0.00 ft 2.00: 1 12.00 in 110.00 pcf Wind on Stem = 0.0 psf 1 Design Summary | Total Bearing Load = 6,090 lbs ...resultant ecc. = 34.94 in Soil Pressure @ Toe = 2,208 psf OK Soil Pressure @ Heel 0 psf OK Allowable = 5.000 Oil Soil Pressure Less Than Allowable ACI Factored @ Toe -2,908 psf ACI Factored @ Heel = 0 psf Fooling Shear @ Toe = 13 5 psi OK Footing Shear @ Hee' = 0.0 psi OK Altowable = 93-1 psi Wall Stability Ratios Overturning » 1 51 OK Sliding = 1 58 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 4,935.0 bs less 100% Passive Force= -5,351.1 lbs less 100% Friction Force= -2,436.0 lbs Added Force Req'd = 0.0 lbs OK ...for 1.5 : 1 Stability = 0.0 lbs OK I Soil Data Allow Soil Bearing - 5,000.0 psf Equivalent Fluid Pressure Method H [^ootingJDinrieri^^ Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictioi Soil height lo ignore for passive pressure 60 0 psf/ft 30.0 psf/ft 344.0 psf/ft 0 0 ft 0.400 12.00 in Toe Width = 8.17 ft Heel Width - I 33 Total Fooling Widtt = 9-50 Footing Thickness = 24.00 in Key Width = 18 00 in Key Depth = 32.00 in Key Distance from Toe = 0.00 ft fc = 3,000 psi Fy = 60,000 pai Footing Concrete Density = 150,00 pcf Min . As % - 0.0018 Stem Construction Heel |_Footing^^esigr^e6ults Toe Factored Pressure = 2,908 0 psf Mu': Upward = 0 0 ft-Hf Mu': Downward - 0 0 ft-# Mu: Design = 22,619 0ft-# Actual!-Way Shear = 13 55 0.00 psi Altow 1-Way Shear = 93.11 0,00 psi Toe Reinforcing = #6@1800in Heel Reinforcing = tf6@ 13.00 in Key Reinforcing = None Spec'd Ib3 = ft-« = ft-#- pSi = psi = in = in: psf: in° psi = PSi = Top Stem Stem OK 6-08 Masonry 8.00 » 7 16.00 Edge 0.4S6 726.2 1,191.0 2,609.5 13.5 38 7 4200 4200 780 5.26 1,500 24,000 Yes Yes 25.78 1,000 7.60 Cover @ Top 2nd Sipm OK 000 Masonry 15.00 « 9 16.00 Edge 0.939 3,615.0 13,3050 14,164 8 26,5 38 7 54 00 17 25 164.0 13.00 1,500 24,000 Yes Yes 25.78 1 000 15 60 2 00 in @Btm.= 3 00 in Design height ft = Wall Matenal Above "Ht" = Thk:kness « Rebar Size = Rebar Spacir^ = Rebar Placed at = Design Data — ftj/FB + fa/Fa Total Force @ Section Moment... Actual Moment Alk)wabte Shear Actual Shear Alkiwable Lap Splice if Above Lap Splice if Below Wall weighl Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. SolkJ Thick. Masonry Block Type - Concrete Data - — fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: #4@ 5.50 in, #S@ 8.50 in. #6@ 12 00 in, #7@ 16 50 in. #8@ 21.50 m, #9@ 27. Heel: Not req'd, Mu < S ' Fr Key. #4@ 7.50 in, #5@ 11.50 in. #6@ 16.50 in. #7@ 22.25 in. Medium Weight To specify your own special title block here, use the "Settings" screen and enter your title block information. Title CRR120S Jab It : ...New... Description.... Dsgnr: MSK Page: Date: JUN 7,2006 Thia Wall In File: m:\Jpm designmanagement\crraltewalls\r RetainPro Version 6.0 Build Date : 10-SEP-2001, (c) 1989-2001 Cantilevered Retaining Wall Design ^ummai^^fOvB^^ Item Heel Active Pressure ' Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = OVERTURNING Force Distance Moment lbs ft tt-# RESISTING Force Distance Moment lbs ft ft-# 5,070.0 -135.0 4.33 1.00 21.970-0 -135.0 Total = 4,935 0 O.T.M, = 21,835.0 Resisting/Overtuming Ratio - 1.51 Vertical Loads used for Soil Pressure - 6,090.0 lbs Vertk:^l component of active pressure NOT used for soil pressure Soil Over Heel Stoped Soil Over Heel = Surchaige Over Heel = Adjacent Fooling Load = Axial Dead Load on Stem - Soil Over Toe . Surcharge Over Toe Slem Weight(s) Earth @ Slem Transitions, Fooling Weiglil Key Weighl . Vert. Component . 898.3 1,3809 360.8 2.850 0 600.0 9.50 9.50 0.00 4.08 8.74 9.17 4.75 0.75 3,668.2 12.069 9 3,307 3 13,537.5 450.0 Total = 6,090.0 lbs R.M.: 33.032 9 I'-O-1 #6jS1B.'n Designer select *6@18'"ill horiz. reinf @ Heepee Appendix A 8. in Mas w/ #7 @ 16. in o/c . Solid Grout, Spc Insp /y. i 16-in Mas w/#9@ 8.in o/c yj/ Solid Grout, Spc Insp T ^ f 5'-ir -- 12'-0" 12'-0- 3'-l" I I |1'-6" i m- »-T» 9'-2" 9'-4" 10'-8" IM" 1 To specify your own special title block here, use the "Settings" screen and enter your title block Information, Title : CRR120S Job# : ...New... Description... Dsgnr: MSK Page: Date JUN 7,2006 This Wall in File: M:\JPM DESIGNMANAGEMENT\CRR SITE RetainPro Version 6.0 Build Date : 10-SEP-2001, (c) 1989-2001 Cantilevered Retaining Wall Design I Footing Dimensions & Strengths | 9 33ft = 1.33 24.00 in 1 Criteria | Retained Height = 12.00 ft Wall height above soil = 0.00 ft Slope Behind Wal = 2.00: 1 Height of Soil over Toe = 12.00 in Soil Density -110.00 pcf Wind on Stem 0.0 psf , Design Summary | Total Bearing Load = 6,813 lbs .- resultant ecc. = 39 35 in Soil Pressure @ Toe 2,212 psf OK Soil Pressure @ Heel = 0 psf OK Alkiwable 5,000 psf Soil Pressure Less Than Altowable ACI Factored @ Toe 2,899 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe 14.5 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 93.1 psi Wall SUbility Ratios Overturning = 1.51 OK Slkjing = 1.55 OK Sliding Calcs (Vertkal Component NOT Used) Lateral Sliding Force less 100% Passive ForceF less 100% Frkakjn Foroe= Added Force Req'd = -for 1 5:1 Stability = Footin^DesigiUlesults Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing _I22_ Heel Soil Data J Alkm Soil Bearing - 5,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Waler height over heel FootingllSoil Frictior Soil heighl to ignore for passive pressure - I2.00in 60 0 psf/ft 30 0 psf/ft 344.0 psf/ft 0.0 ft 0.400 Toe Width Heel Width Total Footing Widlt Footing Thickness Key Width - 18.00 in Key Depth = 37 00 in Key Distance from Toe = 0 00 ft fc = 3,000 psi Fy = 60.000 psi Footing Concrete Densify = 150.00 pcf Min As % = 0.0018 5,745.0 lbs 6,193.2 lbs 2,725.4 lbs 0.0 lbs OK 0.0 lbs OK 2.899 0 0 29.368 14.53 93.11 #6@ 18 00 in #6@18 00 in None Spec'd 0 psf 0 «-# 0 ft-# Oft-« 0.00 psi 0.00 psi Cover @ Top 2nd Stem OK' 0.00 Masonry 16.00 # 9 8.00 Edge » 2.00 in @ Btm.- 3.00 in Stem Construction |, Top stem -mmmmmm^mmmmmmmmmamM stem OK Design height ft = 6.08 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #7 Rebar Spacing = 16.00 Rebar Placed at " Edge Design Data fl5/FB +fa/Fa » 0.795 0.993 Total Force @ Section lbs= 1,051.4 4,305 0 Moment...Actual «-#= 2,074.7 17.275.0 Moment Alknvable ft-#- 2.609 5 17.388 2 Shear Actual psi- 19.5 33.0 Shear Alkiwable psi= 38.7 38 7 Lap Splice if Above in= 42 00 54 00 Lap Splice if Below in= 42 00 17 25 Wall Weighl psf= 78 0 164 0 Rebar Depth 'd' in= 5-25 '3.00 Masonry Data fm psi= 1.500 1,500 Fs psi= 24,000 24,000 Solid Grouting = Yes Yes Special Inspection = Yes Yes Modular Ratk) n' = 25.78 25.78 Short Tenn Factor = 1 OOO 1.000 Equiv. SoM Thick. in= 7.60 15.60 Masonry Btock Type = Medium Weight psi - psi = Concrete Data fc Fy other Accsptabia Sizes & Spacings Toe: #4® 5 50 in. #6@ 8 50 in. #6@ 12 00 in, #7@ 16 60 in, #8@ 21.60 in, #9© 27 Heel: Not req'd, Mu < S ' Fr Key: #4@ 7.50 in, «5@ 11.50 in, #6@ 16.50 in. «7Q 22-25 in. To specify your own special title block here, use Che "Settings" screen and enter your title block information. Tille : CRR120S Job# ...New... Description.... Dsgnr: MSK Page: Dale: JUN 7,2006 This Wall in File: M:UPM DESIGNMANAGEMENTVCRR SITE RetainPro Version 6.0 Build Date : 10-SEP-2001, (c) 1969-2001 Cantilevered Retaining Wall Design Summary of Overturnlnfl & Resisting Forces & Moments Force ,.OVERTURNING.. Distance Moment RESISTING Force Distance Moment Item lbs ft fl-# lbs ft ft-Hf Heel Active Pressure = 5,880.0 4 67 27.440.0 Soil Over Heel = 10-67 Toe Active Pressure = -135.0 1.00 -135.0 Stoped Soil Over Heel 10-67 Surcharge Over Toe = Surcharge Over Heel = Adjacent Foaling Loaj -Adjacent Footing Load = Added Lateral Load = Axial Dead Load on S<em = 0-00 Load @ Stem Above Soil = Soil Over Toe _ 1.02S.7 4.67 4.791.1 Surcharge Over Toe _ 1.02S.7 4.791.1 Total 5,745.0 27.305 0 Stem Wei9ht(s) I 1.458 9 434.1 9 89 14,434.9 4,4860 Total 5,745.0 O.T.M. -27.305 0 Earth @ Stem Transitions _ 1.458 9 434.1 10 33 14,434.9 4,4860 Resisting/Overturning Ratio 1.51 Footing Weight _ 3.200.0 5.33 17,066.7 Vertical Loads used for Soil Pressure = 6,8134 lbs Key Weight 693-8 0.75 520.3 = 6,8134 lbs Ven. Component _ Vertical component of active pressure NOT used for soil pressure Total = 6,813.4 lbs R.M.= 41,299.0 I'-O'f «6@l8.in @Toe Designer select *6@18 i9|| horiz. reinf @ He^ee Appendix A 8 in Mas w/ #7 @ 16.in o/c Solid Grout. Spc Insp 2. 1 '-2 1/2" 1 16 in Mas w/#i0 @ 8.in o/c Solkl Grout, Spc Insp 6-5" 1 }' 12'-6' 12'-6" 2 1/2" 6-r 2" f 2'-0" 3'-2' r-6" 9'-ir 10'-1" II'-5" 4 To specify your own special title block here, use the "Settings" screen and enter your title block Information. Title CRR120S Jobff : ...New... Description.... Dsgnr: MSK Page: Date: JUN 7,2006 This Wall In File: M:UPM DESIGNMANAGEMENT\CRR SITE RetainPro Version 6.0 Build Oate : 10-SEP-2001, (c) 1989-2001 Cantilevered Retaining Wall Design Criteria Retained Height = 12.50 ft Wall heighl above soil - 0.00 ft Slope Behind Wal = 2.00: 1 Heighl of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wmd on Slem = 0.0 psf j [Soil Data Allow Soil Bearing =• 5.000.0 psf Equivalent Fluid Pressure Method J Footmg^imensi^^ Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frktior Soil heighl to ignore for passive pressure = 60.0 psf/ft 30,0 psf/ft = 344 0 psf/ft 0.0 ft = 0400 = 12.00 in Toe Width = 10,08ft Heel Width = i .33_ Total Footing WkJtt = 1142 Footing Thickness = 24 00 in Key Width = 18 00 in Key Depth = 38.00 in Key Distance from Toe = 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 I Design Summary Total Bearing Load ...resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable 7,215 lbs 41 09 in 2,106 psf OK 0 psf OK 5.000 psf Soil Pressure Less Than Altowable ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe Fooling Shear @ Heel - Allowable = Wall Stability Ratios Overtuming = Sliding = Sliding Calcs (Vertical Component NOT Used) 2,766 psf 0 psf 14.9 psi OK 0.0 psi OK 93.1 psi 1.54 OK 1.50 Ralto < 1.51 Lateral Slkfing Force less 100% Passive Forca= less 100% Friction Force= Added Force Req'd = .. for 1 5 :1 Stability Footin^Design^esulte 6,172.5 lbs 6,368.8 lbs 2,886 1 lbs 0 0 lbs OK 3.8 lbs NG Toe Heel Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 2.755 0 0 33,195 14.86 93.11 #6@ 18.00 in #6 @ 18.00 m None SpeCd 0 psf 0ft-# Oft-# Oft-# 0.00 psi 0.00 psi Stem Construction Design height Wall Material Above "HI" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + la/Fa Total Force @ Section Monrwnt....Actual Moment Allowable Stiear Actual Shear Alk5wsble Lap Splice if Above Lap Splice if Betow Wall Weight Rebar Deplh 'd' Masonry Data fm Fs Solid Grouting Special Inspectton Modular Ratto 'n' Short Term Factor Equiv. Solid Thick. Ibs^ ft-«. ft-«: psi = psi = in: in: psf = in: psi = psi: Top Stem Stem OK 6.08 - Masonry 800 = # 7 1600 • Edge = 0.937 •t .236.5 2,646.1 2,8250 21.8 38.7 42.00 42.00 78.0 5.50 1,500 24,000 Yes Yes 25-78 1-000 7.60 Cover @ Top 2nd Stem OK 000 Masonry 1600 H 10 8.00 Edge 0 997 4.672.5 19,525.3 19,593 9 35.1 387 60.00 19-17 164.0 13.44 1,500 24,000 Yes Yes 25.78 1.000 15.60 2.00 in @ Btm.= 3 00 in Masonry Btock Type = Medium Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spsclngs Toe: #4@ 5.00 in. #5@ 7.75 in. «6@ 11.00 in, #7@ 15 00 in, *8@ 19.50 in. #9@ 24. Heel: Not req'd, Mu < S ' Fr Key tf4@ 7.50 in. #5@ 11.50 in, «f6@ 16.50 in. #7@ 22.25 in. To specify your own special title block here, use the "Settings" screen and enter your title block Information. Title : CRR120S Job# : ...New... Descriptton.... Dsgnr: MSK Page: Dale: JUN 7,2006 This Wall In Pile: M:\JPM DESIGNMANAGEMENTtCRR SITE RetainPro Version 6.0 Build Date : 10-SEP-2001, (c) 1989-2001 Cantilevered Retaining Wall Design . Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment Ihs ft ft-# RESISTING Force Distance 6,307.5 -135.0 4.83 1.00 30,486.3 -135.0 Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Fooling Load = Added Lateral Load Load @ Stem Above Soil - ToUl - 6,172.5 O.T.M. = 30,351 3 Resisting/Overturning Ratio = 1.54 Vertical Loads used for Soil Pressure = 7,215.3 lbs Verttoal component of active pressure NOT used for soil pressure Soil Over Heel = Sk^ed Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) ^ Earth @ Stem Transitions. Fooling Weight Key Weighl Vert. Component _ Total = Moment lbs ft ft-# 11.42 11.42 000 1.109-2 5.04 5,592.0 1.497.9 10.64 15,936.3 470.8 11 08 5,218.0 3,425.0 5.71 19,551.0 712-5 0.75 534.4 7,215.3 lbs R.M.3 46,830.8 I No S 3235 \ri'-. [\^ % Exp. 3-31-<n lj h inZ WAIL EXIKMilS Di'AI)'' «r II IAN 1?" • Aoo J6 vt":' >«..<, « »• O.C. 4 j4 Ncigr 21" a.::. 4 4^ l^^" I No S 323J il .••V! 4 ap 3-31-^ ; ttiCRC WALL ')fTt?,!>S CRADC wane THAN '2" - -vo: »L VIS OOmS. » 3?.' 0-C .% HO^l/ e S4" 0!; j'g f No s 3235 Hr;;i Exp3-31-<r) j*' R[: "AINiNG '^A ' TY' If IVA.! . liU. \l > lU oo LLI >- _1 < (X) o b-o _i oo LLI I ZD Q LL-I i o 00 < LL-1 or